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HomeMy WebLinkAboutBLD2011-00268 ILDING PERMIT APPLICAIIN RLeAe v--00 Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD11-00268 Received Date: 9/29/2011 SITE ADDRESS: 1219 CENTER RD CHIMACUM, 98325 OWNER: RAYONIER FOREST RESOURCES LP PHONE: ATTN: TAX DEPARTMENT 1901 ISLAND WALKWAY FERNANDINA BEACH FL 320350728 SUBDIVISION: Block: Lot: T 4+ PARCEL NUMBER: 901231004 Section: 23 Township: 29 N Range: 01 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: SELECT SITE AQUISITION LLC PHONE: 425-466-0311 PAM MCCOLLOUGH 101 W OLYMPIC PL#509 PROJECT DESCRIPTIOr REPLACE 1 MICROWAVE DISH TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 25,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: Prop: Routing Date: Type A . •unt Paid By: Date: Receipt: Approved/Date Permit $391.25 LYK 09/29/11 128190 APPROVED Plan Check $254.31 LYK 09/29/11 128190 �/ State Building Code $4.50 LYK 09/29/11 128190 OCT 24 2011 Total: $650.06 Jefferson County Planning & Building Department • . 7 ° JEFFERSON COUNTY ' DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street• Port Townsend•Washington 98368 360/379-4450. 360/379-4451 Fax 60 www.co.jefferson.wa.uslcommdevelopment Master Permit Application MLA: 1 I'709 Project Description(include separate sheets as necessary): Proj. SOW Replace 2 ' MW Dish @ 116' with 2'6" MW Dish @ same 116 'Rad Center Tax Parcel Number. 901231004 Property Size:16 0 0 S q.Ft. (acres/square feet) Site Address and/or Directions to Property: (Prime Lease Prop. to T—Mobile, Sub- 1219 Center Road, Chimacum, WA 98235 lease 240 sq.ft.max to AT&T(Cingular) Property Owner(s)of Record: Rayonier Forest Resources 360-533-7000 Fa 360-532-5426 Telephone: email: Mailing Address: 3033 -Ingram St. , Hoqulam, WA 98550-4410 C004 Applicant/Agent(if different from owner): Pam McCollough Cons.AT&T Sublessee from T—Mobile Telephone: 425-466-0311 Fax: N/A email: (pam.mccollough@ Mailing Address: • . • .0 • • • - . , s • : • selectsiteac• .com) IN4it kind of Permit?(Check each box that applies uilding 0 Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor,Major or Reasonable Economic Use) ❑Sie�gle Family ❑Garage Attached/Detached O Conditional Use[C(a),C(d),or CI** ❑�IVlanufactured Home ❑ Modular 0 Discretionary- "or Unnamed Use Classification 6��Commercial* ❑Special Use(Essential Public Facilities)** ❑ Change of Use ❑Boundary Line Adjustment ❑ Address 0 Road Approach 0 Short Plat*" O Home Business ❑Cottage Industry ❑Binding Site Plan E I V E ❑Propane ❑Long Plat'•"' ❑Sign ❑Planned Rural R: ;* r •-'•• ---• a : .. *• ❑Allowed`Yes'Use Consistency Analysis 0 Plat Vacation/Atte =li O Stomiwater Management ❑Shoreline Master ' rtri Ex= 1•. • 1"9 mi 'esl or O Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline M= ! M n liubs•-71171D • t** 0/Temporary Use ❑Shoreline Man n ariance (t1�7 Wireless Telecommunication* ❑ Comprehensive P • Use District Map - O Forest Practices Act/Release of Six-Year Moratorium 0 Jefferson County •horeline Ma r ••• •• =nt *May require a Pie—Application Conference ❑Tree Vegetation ' APT OF COMM NITY 1_VELOPMENT "ft:.,fires a Pre- • .<;., • - Please identify any other local,state or federal permits required for this proposal,if known: Pam McCollough DESIGNATION OF AGENT I hereby designate g to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE See T-Mobile Prime Lease, Etc. Attachedpate: 9/26/11 By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,Judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the application that he or she wants prior notice. Signature: Date: The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or'ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transferable responsibility for adhering to and complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature: Date: G:\PennitCenter\FORMS###\DRD FORMS\Master Peanit Application 5-29-08.doc • • BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they wiN be assuming the responsibility of the General Contra ctor for the proposed per. See attached Prime Lease Materials (T—Mobile) Delineating AT&T's perm tting Signature: Date: rights necessary to su, port their wireless insta ation's needs. GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: PHONE ( ) FAX:( ) MAILING ADDRESS: • EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: ❑ New ❑ Wood Existing: ❑ Sewer ❑ Addition ❑ Steel Proposed: Bank ❑Community System ❑ Alteration/Remodel ❑ Concrete Total: Height: ❑ Individual System ❑ Repair ❑ Masonry SEP Permit# ❑ Demolition ❑ Other. Bedrooms: Water Supply: Existing: Setback: ❑ Private well ❑ Two Party Type of Heat: Proposed: ❑ Public Total: Name of System: If this is a Commercial Protect you must answer the following: Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this is a Propane Tank and/or Appliance installation permit.mark all items below that apply: 1 Underground Tank 1 Above ground Tank Size of Propane Tank: 1 Heat Stove 1 Cook Stove 1 Woodstove 1 Fireplace Insert 1 Hot Water Tank I Pellet Stove 1 Other is this appliance being installed in a Manufactured t Mobile Home? Yes / No When applying fora permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. S• re Foote•e Current • of ,.*44 s`r... Main Floor Heated EH Bid App Review: 2nn Floor Heated Consistency Review: Other Heated `: Base fee: Mezzanine Additional Section: Heated Basement 1111 Unheated Basement larineSle fee: U111 Other Unheated Pot Water riiiiii111.1111 Garage/Carport f 1111111 EFFERSON COUNTY Decks -n 911/Rd Ap• •. tfOF COMMUNITY 0 7 '�� ' Other TOTAL: $ - Receipt Number. Cash/Check Number: ESTIMATED COST(REQUIRED) Date: .Fair market value of all labor and materials foundation to finish S25,000.00 Initials: • G.\PermitCenter\###FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc • • Cr LC) H O O C3 LL_ CO J Z LL_ 0 H C) 0) O r' C a) — Cu O -, O O "O — d — L O O L I— l -O z a: 'O +' 0) Q 0 U 0 O Z .�� L 0 0 CD -11-' "0 H 0) 0) H O •C L ..0 CO N- CC -0 C.) U C.) LU Z 0 0 0 J a a = 3 I- I- O Z O CO N CO O r a) a) a LC7 3 C1 co -o J Cr) J = O O CU U CO N Cr �, • •, CO -0 L CO LU a- Cu L C O = C) 3 I— x .— C-3 CO ■ O CC 0 CD X Cr J U O O J -0 CC Cu I- O z O I- LL C M O \ O H CO Z >- -- r- ■ CA CA = LU LU CC y- Cu X J LU cx M 3 F- CO ,..... Cr Cl) I- Y 2 'C7 Cr O CO O L CO F- Cr J U C LLI a- J ,- I- J L Cl) CC CC CC LLl aL CO Cn CO Cr L a X L O Cu Nt X L CC O Cr L co -- a: r 3 •. Q a X -� C) O 0 0 CO CL O .- I- O CC CC U. Z CO CC 0) Cr L LL_ F— X Q Cu Z O J Cu CO LU Cr CC J N- I-I = CC CO Nt CC F-- LU I- CO 0 U L '0 CU . L X LU I-I I-I X Z CC C.) F- L X I-I I- a) J Z •• O Z I- Z 0) CL O Z CO Z O Cr) .--a O CO R) `i- I- O Cr a) Cu X L } = 0- O CC I- 0) O L CD Cl) CD CA CC -F' `�. U Cr CC 0- LL CC a) - +, 0 d- 0 CO O O . O CO . O . CO Cu C) . } O CC CO . O) a 0) . O 0) O a- O CV 'J O O O "0 L O O CO U 0) CV .- O a j$ C O O a) •- L 3 L } Y a) a) O a) -- O a L I 0) C) co a) "O > a) C) L. L co. — O 10 O. L C) t0 X -F+ Ci -co X CO CA a co -- -- co a) I— I— X 4- I— Cl) 10 4- )E )E I— Q Client#:30. •TCOM1 ATE(MMIDD/YYYIf) ACORDTM CERTIFICATE OF LIABILITY INSURANCE D03/29/2011 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed.If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Willis of Alabama 205 871- (PHONE 871-3300 FAX r/44Cu�'Ext): I(A/C,No): PO Box 10607 ADDRESS: 2101 6th Ave North,Suite 1200 PRODUCER CUSTOMER ID#: Birmingham,AL 35202-0607 INSURER(S)AFFORDING COVERAGE NAIC# INSURED INSURER A:Hartford Fire Insurance Co. 19682 WesTower Communications Inc INSURER B:National Union Fire Ins.Co. 19445 9961 Sidney Haynes Road INSURE c:Hartford Ins Co of Midwest 37478 Orlando, FL 32824 INSURER D INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR R TYPE OF INSURANCE ANDE BUHR POLICY NUMBER (MIWDYDMIYY) (MMMMVDYD/TY ) LIMITS LT A GENERAL LIABILITY 20ECS000527 12/31/2010 12/31/2011 EACH OCCURRENCE $1,000,000 DAMAGE TO RENTED X COMMERCIAL GENERAL LIABILITY PREMISES(Ea occurrence) $300,000 CLAIMS-MADE X OCCUR MED EXP(Any one person) $10,000 X BI!PDDed•350000 PERSONAL&ADV INJURY $1,000,000 GENERAL AGGREGATE $2,000,000 GENT AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $2,000,000 POLICY n ECT I LOC $ A AUTOMOBILE LIABILITY 20UEN000520 12/31/2010 12/31/2011 COMBINED SINGLE LIMIT $ (Ea accident) 1,000,000 X ANY AUTO BODILY INJURY(Per person) $ ALL OWNED AUTOS BODILY INJURY(Per accident) $ SCHEDULED AUTOS PROPERTY DAMAGE $ X HIRED AUTOS (Per accident) X NON-OWNED AUTOS - $ $ B - UMBRELLA LIAB X OCCUR BE26159398 12131/201012/31/2011 EACH OCCURRENCE $10,000,000 EXCESS LIAB CLAIMS-MADE AGGREGATE $10,000,000$ _ DEDUCTIBLE - X RETENTION $ 10000 _ $ C WORKERS COMPENSATION 20WN000523 12/31/2010 12/3112011 X WCSTATU- I IERH, AND EMPLOYERS'LIABILITY TORY I IMITS ANY PROPRIETOR/PARTNER/EXECUTIV EL EACH ACCIDENT $1,000,000 OFFICER/MEMBER EXCLUDED? WA (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $1,000,000 If yes,describe under E.L.DISEASE-POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS below A Leased/Rented 2000MTW6241 12/31/2010 12/31/2011 $500,000 Per Item/Max Eq-Blkt All Risk 25000 CraneDed 10000ded DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,if more space is required) T-Mobile USA,Inc. is additional insured as respects general liability. CERTIFICATE HOLDER CANCELLATION T-Mobile USA Inc. SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 12920 SE 38th Street ACCORDANCE WITH THE POLICY PROVISIONS. Bellevue,WA 98006 AUTHORIZED REPRESENTATIVE 01988-2009 ACORD CORPORATION.All rights reserved. ACORD 25(2009/09) 1 of 1 The ACORD name and logo are registered marks of ACORD #S119326/M109688 CPJ sox JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT ` 621 Sheridan Street I Port Townsend,WA 98368 I Web:www,co.Jefferson.wa.us/communitvdevelopment 4 Tel 360.379.4450 I Fax 360.379.4451 I Email:dcd@co.iefferson.wa.us 9sXI N6C° Building Permits&Inspections(Development Consistency Review I Long Range Planning/Watershed Stewardship Resource Center July 26, 2013 AT&T SELECT SITE ACQUISITION ATTN: PAM MCCOLLOUGH 101 W OLYMPIC PL#509 SEATTLE, WA 98119 RE: Building Permit No. BLD11-00268, Parcel No. 901231004 Dear AT&T SELECT SITE ACQUISITION ATTN: PAM MCCOLLOUGH, In January of this year a letter was mailed out to all of our expired permit holders, including you. In this letter we gave owners the option to renew their building permit at the cost of one year, and any additional unpaid fees would be reversed. We did not hear back from you regarding your expired permit. At this time you owe $228 in order to renew your permit and complete your building project. If you choose not to renew your permit you have until December 30, 2013 to pick up your building plans or they will be destroyed. Once your permit is renewed, you are again eligible to receive County inspections with the goal of completing the building review process over a one-year time period. As of January 1, 2013, if your permit is less than five years old, additional renewals may be approved. Any permits older than five years must have their work finalized by our inspectors one year from your renewal date, or your permit will be cancelled. Having your building receive and pass all of its required inspections is valuable to you as it is your assurance that your building meets adopted standards for quality and safety. Additionally, having documentation that your building has passed required inspections may be required from lenders or buyers if you ever decide to sell or re-finance your building. If your renewal of$228 is not paid by December 30, 2013 your building permit and all associated land use permits will be cancelled and your plans will be destroyed. This is the only notice you will receive Once cancelled, if you later decide to renew your permit, you will have to apply for an entirely new building permit, pay all associated fees, and comply with current building and zoning code requirements. In the event that your building permit is cancelled and your construction is not finalized by the building inspectors, the County may choose to record a "Notice to Title"on the property, to document the property is out of compliance with the County's development codes. Please make your check or money order payable to: Jefferson County DCD and include your building permit number on your check. You may also pay at our office with check, money order, cash, or credit card. http://www.co.jefferson.wa.us/commdevelopment/Credit%20Card.htm On the reverse side of this letter is a list of the inspections required to receive final approval. If you have any questions about this offer, you may call our office at: (360)379-4450 and ask for a Permit Technician. Sincerely, .030N co JEFFERSON COUNTY 4' °� DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.Jefferson.wa.us/communitydevelopment 4y '.off Tel 360.379.4450 I Fax 360.379.4451 I Email:dcd@co.Jefferson.wa.us Building Permits&Inspections I Development Consistency Review/Long Range Planning f Watershed Stewardship Resource Center Carl Smith, Director RESIDENTIAL FINAL INSPECTION LIST, INCLUDING BUT NOT LIMITED TO: > One complete and operational bathroom; All bathroom fans and whole house fans must be operational. > The cooking appliances and hood fan to be installed and operational. > Fan in laundry room to be installed and operational. > Sheetrock must be taped and sealed. > All plumbing lines must be in and approved; Hot and cold on correct sides; Dishwasher to be provided with air gap. > Septic system to be finaled by Environmental Health Department. > Heating system must be operational. > All electrical outlets must be covered. No exposed wires. ➢ Stairways and decks must be equipped with handrails and guardrails. > Smoke detectors must be operational and interconnected. > Drainage system must be operational with downspouts tightlined in. (unless approved alternate method is to be used). > Siding must be on and painted if not treated. ➢ Garage door must be installed. > 911 placard (address) must be posted. > Manuals must be available with permanent appliances. > Waterlines in unheated spaces must be insulated. > Hotwater pressure relief valve vented to exterior with elbow pointed down at end. > Firewall between house and garage with 20 minute rated door. ➢ Any holes in firewall/sheetrock where pipes, wires or ducting penetrate are to be sealed with approved materials. > Crawl space and attic access sealed with weather stripping and insulated. > Attic access in garage must be fire rated. > Provide insulation certificate verifying R-values. > Exterior doors must be tight fitting and threshold checked for airleaks. > All glass in hazardous locations must be tempered. > Masonry fireplaces must have glass doors installed. 4SON co JEFFERSON COUNTY �4w ° DEPARTMENT O COMMUNITY DEVELOPMENT 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.iefferson.wa.us/communitydevelopment y O.+ Tel:360.379.4450 I Fax:360.379.4451 I Email:dcd@co.iefferson.wa.us Building Permits&Inspections I Development Consistency Review I Long Range Planning I Watershed Stewardship Resource Center July 17, 2013 SELECT SITE ACQUISITION LLC ATTN: PAM MCCOLLOUGH 101 W OLYMPIC PL#509 SEATTLE WA, 97119 RE: Building Permit No. BLD11-00268 Dear SELECT SITE ACQUISITION LLC ATTN: PAM MCCOLLOUGH, It has come to our attention that your building permit No. BLD11-00268 has been expired since 10/26/2011. As you may know, our department offers renewal of building permits for an annual fee of: $228. These annual fees owed accumulate each year. Since your permit has been expired since 10/26/2011, your total renewal fees owed are: $222. However, to encourage you to renew your permit and continue with required inspections of your building, our Department is offering to renew your permit for the single-year amount of$228. Once your permit is renewed, you are again eligible to receive County inspections with the goal of completing the building review process over a one-year time period. Having your building receive and pass all of its required inspections is valuable to you as it is your assurance that your building meets adopted standards for quality and safety. Additionally, having documentation that your building has passed required inspections may be required from lenders or buyers if you ever decide to sell or re-finance your building. The reverse side of this letter lists the typical items required for a final inspection approval. To take advantage of this offer, we must receive your full payment of$228 by March 30, 2013. Please make your check or money order payable to: Jefferson County DCD and include your building permit number on your check. You may also pay at our office with check, money order, cash, or credit card. http://www.co.jefferson.wa.us/commdevelopment/Credit%20Card.htm This is the only notice you will receive. If we do not receive your full payment by the due date, your permit will be cancelled. Once cancelled, if you later decide to renew your permit, you will have to apply for an entirely new building permit, pay all associated fees, and comply with current building and zoning code requirements. In the event that your building permit is cancelled and your construction is not finalized by the building inspectors, the County may choose to record a "Notice to Title" on the property, to document the property is out of compliance with the County's development codes. If you have any questions about this offer, you may call our office at: (360) 379-4450 and ask for Permit Technician Lisa Keller. I hope you will take advantage of this offer! Sincerely, ir iiiiiff 1 Carl Smith, Director �4SON co JEFFERSON COUNTY W4 = G DEPARTMENT OF COMMUNITY DEVELOPMENT �' 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.jefferson.wa.us/communitvdevelopment Tel:360.379.4450 I Fax:360.379.4451 I Email:dcd@co.iefferson.wa.us Rrr Building Permits&Inspections I Development Consistency Review I Long Range Planning J Watershed Stewardship Resource Center RESIDENTIAL FINAL INSPECTION LIST, INCLUDING BUT NOT LIMITED TO: > One complete and operational bathroom; All bathroom fans and whole house fans must be operational. > The cooking appliances and hood fan to be installed and operational. > Fan in laundry room to be installed and operational. > Sheetrock must be taped and sealed. > All plumbing lines must be in and approved; Hot and cold on correct sides; Dishwasher to be provided with air gap. > Septic system to be finaled by Environmental Health Department. > Heating system must be operational. > All electrical outlets must be covered. No exposed wires. > Stairways and decks must be equipped with handrails and guardrails. > Smoke detectors must be operational and interconnected. > Drainage system must be operational with downspouts tightlined in. (unless approved alternate method is to be used). > Siding must be on and painted if not treated. > Garage door must be installed. > 911 placard (address) must be posted. > Manuals must be available with permanent appliances. > Waterlines in unheated spaces must be insulated. > Hotwater pressure relief valve vented to exterior with elbow pointed down at end. > Firewall between house and garage with 20 minute rated door. > Any holes in firewall/sheetrock where pipes, wires or ducting penetrate are to be sealed with approved materials. > Crawl space and attic access sealed with weather stripping and insulated. > Attic access in garage must be fire rated. > Provide insulation certificate verifying R-values. > Exterior doors must be tight fitting and threshold checked for airleaks. > All glass in hazardous locations must be tempered. > Masonry fireplaces must have glass doors installed. oN JEFFERSON COUNTY �s o0 �� DEPARTMENT CAF COMMUNITY DEVELOPMENT i;µ4 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.iefferson.wa.us/communitydevelopment V 440xjze, Tel:360.379.4450 I Fax:360.379.4451 I Email:dcd@co.lefferson.wa.us Building Permits&Inspections/Development Consistency Review I Long Range Planning/Watershed Stewardship Resource Center AT&T 101 W OLYMPIC PL#509 SEATTLE RE: Building Permit No. BLD11-00268 Dear AT&T, It has come to our attention that your building permit No. BLD11-00268 has been expired since . As you may know, our department offers renewal of building permits for an annual fee of: $228. Once your permit is renewed, you are again eligible to receive County inspections with the goal of completing the building review process over a one-year time period. As of January 1, 2013, if your permit is less than five years old, additional renewals may be approved. Any permits older than five years must have their work finalized by our inspectors one year from your renewal date, or your permit will be cancelled. Having your building receive and pass all of its required inspections is valuable to you as it is your assurance that your building meets adopted standards for quality and safety. Additionally, having documentation that your building has passed required inspections may be required from lenders or buyers if you ever decide to sell or re-finance your building. To take advantage of this renewal, we must receive your full payment of$228 by May 31, 2013. Please make your check or money order payable to: Jefferson County DCD and include your building permit number on your check. You may also pay at our office with check, money order, cash, or credit card. http://www.co.jefferson.wa.us/commdevelopment/Credit%20Card.htm This is the only notice you will receive. If we do not receive your full payment by the due date, your permit will be cancelled. Once cancelled, if you later decide to renew your permit, you will have to apply for an entirely new building permit, pay all associated fees, and comply with current building and zoning code requirements. In the event that your building permit is cancelled and your construction is not finalized by the building inspectors, the County may choose to record a "Notice to Title"on the property, to document the property is out of compliance with the County's development codes. If you have any questions about this offer, you may call our office at: (360) 379-4450 and ask for a Permit Technician. I hope you will take advantage of this offer! Sincerely, Off Carl Smith, Director Is cIN JEFFERSON COUNTY ti4� °a DEPARTMENT OF COMMUNITY V LOP ENT 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.Jefferson.wa.us/communitydevelopment ysNlxG�o� Tel:360.379.4450(Fax:360.379.4451 I Email:dcd@co.jefferson.wa.us Building Permits&Inspections I Development Consistency Review I Long Range Planning I Watershed Stewardship Resource Center RESIDENTIAL FINAL INSPECTION LIST, INCLUDING BUT NOT LIMITED TO: ➢ One complete and operational bathroom; All bathroom fans and whole house fans must be operational. ➢ The cooking appliances and hood fan to be installed and operational. ➢ Fan in laundry room to be installed and operational. ➢ Sheetrock must be taped and sealed. ➢ All plumbing lines must be in and approved; Hot and cold on correct sides; Dishwasher to be provided with air gap. ➢ Septic system to be finaled by Environmental Health Department. ➢ Heating system must be operational. ➢ All electrical outlets must be covered. No exposed wires. ➢ Stairways and decks must be equipped with handrails and guardrails. ➢ Smoke detectors must be operational and interconnected. ➢ Drainage system must be operational with downspouts tightlined in. (unless approved alternate method is to be used). ➢ Siding must be on and painted if not treated. ➢ Garage door must be installed. ➢ 911 placard (address) must be posted. ➢ Manuals must be available with permanent appliances. ➢ Waterlines in unheated spaces must be insulated. ➢ Hotwater pressure relief valve vented to exterior with elbow pointed down at end. ➢ Firewall between house and garage with 20 minute rated door. ➢ Any holes in firewall/sheetrock where pipes, wires or ducting penetrate are to be sealed with approved materials. ➢ Crawl space and attic access sealed with weather stripping and insulated. ➢ Attic access in garage must be fire rated. ➢ Provide insulation certificate verifying R-values. ➢ Exterior doors must be tight fitting and threshold checked for airleaks. ➢ All glass in hazardous locations must be tempered. ➢ Masonry fireplaces must have glass doors installed. Jefferson County Building [sion Permit Number: BLD11-00268 tY 9 Applicant: AT&T BUILDING PERMIT INSPECTION APPROVALS applicable Code: 2009 International Building Codes To schedule inspections, call (360)379-4455 no later than 7:00 AM the day of the inspection. Requests received after 7:00 AM will not be scheduled for that day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Miscellaneous FINAL INSPECTION FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR BUILDING PERMIT S Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD11-00268 Received Date: 9/29/2011 SITE ADDRESS: 1219 CENTER RD Issue Date 10/26/2011 CHIMACUM, 98325 Expiration Date 10/26/2012 OWNER: AT&T PHONE: 425-466-0331 SELECT SITE AQUISITION 101 W OLYMPIC PL#509 SEATTLE WA 98119 SUBDIVISION: Block: Lot: T 4+ PARCEL NUMBER: 901231004 Section: 23 Township: 29 N Range: 01 W CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: REPLACE 1 MICROWAVE DISH TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 25,000.00 ADD'L: HEAT TYPE CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: Type Amount Paid By: Date: Receipt: BATHROOMS: Permit $391.25 LYK 09/29/11 128190 Exist: Plan Check $254.31 LYK 09/29/11 128190 Prop: State Building Code $4.50 LYK 09/29/11 128190 Total: Total: $650.06 NUMBER OF EMPLOYEES: Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. 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STRUCTURAL ANALYSIS REPORT Lliui,PO,S1'lfte ls+i 3'.MNMaY;lot • T. * *Mobiie `: SITE NUMBER: SE06101A SITE NAME: PT CHIMACUM / ANE SITE ADDRESS: 1219 CENTER RD. I cI ' M ... CHIMACUM, WA 98325 sEP D 2 9 I;" L JEFFERSON COUNTY NEW ANTENNA INSTALLATION BY: DEPT.OF COMMUNITY DEVELOPMENT at&t Your world.Delivered. ON AN EXISTING 160' SELF SUPPORT TOWER 4, Contact 1; or revisions tot the appny September 6, 2011 2011295.25 SELF SUPPORT TOWER STRUCTURAL ANALYSIS REPORT SE06101A PT CHIMACUM /ANE 1219 Center Rd. Chimacum, Washington 98325 GPD Project #: 2011295.25 New Antenna Installation Existing 160 ft Self Support Tower For: T-Mobile Towers Bellevue, Washington EXP 2.22.13 C.a 4s.t' oV wAsgt4 It „9z. Prepared By: �e 35017 1 (ORAL IC" w 9. • .11 Steven C. Ball, S.E. Registered Structural Engineer Washington SE # 35017 September 6, 2011 Glaus, Pyle, Schomer, Burns, and DeHaven, Inc. dba GPD Group ENGINEERS • ARCHITECTS • PLANNERS 520 South Main Street• Suite 2531 •Akron • Ohio •44311-1010•Tel: 330-572-2100 • Fax: 330-572-2101 7 S I TABLE OF CONTENTS DESCRIPTION PAGE NUMBER EXECUTIVE SUMMARY . . 1 TOWER DESCRIPTION 2 TOWER MATERIALS . 2 TOWER LOADING . 3 ANALYSIS . . . 4 CONCLUSIONS AND RECOMMENDATIONS . . 5 DISCLAIMER OF WARRANTIES . . 6 APPENDICES 1. RISA ANALYSIS PRINTOUT (WIND LOADING) 2. RISA ANALYSIS PRINTOUT (SEISMIC LOADING) 3. SEISMIC CALCULATIONS 4. TOWER ELEVATION DRAWING AND COAX LAYOUT 5. FOUNDATION ANALYSIS GPD GROUP 1 SE6101A PT CHIMACUM/ANE EXECUTIVE SUMMARY The purpose of this analysis is to verify whether the design for the existing tower is structurally capable of carrying the new antenna and coax loads as specified by AT&T to T-Mobile Towers. This report was commissioned by Ms. Diana Fenn of T-Mobile Towers. The design for the existing structure meets the requirements of TIA-222-G for an 85 mph 3-second gust wind speed with no radial ice and 30 mph 3-second gust wind speed with 1/4" of radial ice, and the seismic provisions set forth by the TIA-222-G, for the proposed antenna configuration. The foundation reactions, with the proposed loading, were found to be less than the capacity of the existing foundation design. Therefore the existing foundation is adequate, assuming it was properly constructed according to original design. Section Results Tower Members % Capacity Result Legs 60.0% Pass Diagonals 58.0% Pass Horizontals 5.310 Pass Connection Bolts 43.1% Pass Anchor Rods 27.10A) Pass Foundation % Capacity Result Compression 37.2% Pass Uplift 42.6% Pass Reinforcement 50.0% Pass Tower Rating: 60.0% a. GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 1 SE6101 A PT CHIMACUM/ANE TOWER DESCRIPTION The existing 160' self support tower is located in Chimacum, Washington. The tower was originally designed for Voicestream Wireless by Valmont Microflect of Salem, Oregon. The original design load for the tower was for a 100 mph basic wind speed with 1/2" radial ice in accordance with TIA/EIA-222-F. The tower was originally designed to hold the following: Original Design Antennas: Elev. 150' (12) RR65-19-00NP Antennas on a 13' Rotatable Platform Elev. 140' (12) RR65-19-00NP Antennas on 13' Mounting Frames Elev. 130' (12) RR65-19-00NP Antennas on 13' Mounting Frames Elev. 125' (1) 4' MW Dish w/radome EIev. 120' (1) 4' MW Dish w/ radome The existing tower is supported on three legs and has eight major sections. It has a triangular cross section made of bolted connections,with an"X"frame configuration. The tower is fabricated with pipe legs and angle diagonals. The tower is galvanized and has no tower lighting. All structural information was provided by T-Mobile in the form of the original tower drawings by Valmont(Order#: 11227-00 Rev. A,dated February 21,2003). The foundation design was performed by Peterson Strehle Martinson, Inc. (Project #: WA99-2720 FDP, dated March 31, 2000). All geotechnical information was provided in the form of a geotechnical report by ADaPT (job#: WA99- 2720, dated September 30, 1999). A tower inspection report was provided by T-Mobile (Site #: SE06101A,dated November 15,2007).The existing, reserved,and proposed antenna information was provided by T-Mobile. This analysis and report are based solely on this information. TOWER MATERIALS Data on steel strength was available from the information provided. The following table details the steel strength used in the analysis. Legs ASTM A572 (50 KSI Yield Strength) Diagonals ASTM A36 (36 KSI Yield Strength) Horizontals ASTM A36 (36 KSI Yield Strength) Connection Bolts A325N Anchor Rods ASTM A615 (75 KSI Yield Strength) GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 2 SE6101A PT CHIMACUM/ANE TOWER LOADING The following data shows the major loading that the tower supports. Existing, reserved, and proposed antenna information was provided by T-Mobile. Existing & Reserved Configuration Elevation Carrier Antennas 160' T-Mobile (12) EMS RR65-19-OODP Antennas & C12) Nokia LNA`s an a 13' Platform w/ rails, w/(24) 1-5/8" coax 150' AT&T (6) Panel Antennas on (3} T-Booms wf f 13) 1-5/8" and (1) 1/2" coax 140' Sprint (12) PCS A 065-19 Antennas on (3) T-Arms, w/ (12) 1-5/8" coax 130' T-Mobile (1) 4' HP Dish on a 2"Standoff, w/ (1) 7/8" coax 126.6' Sprint (1) 4' Dish on a pipe dish mount, wf (1) 7/8" coax 122` T-Mobile (1) 4` Dish on a.pipe dish mount, w/(1)'7/8" coax 102' T-Mobile (1) 4' Dish an a-pipe dish mount, wit (1)7/8" coax 102' Sprint (1) Standard TDC•A, w/(1) 1/2" coax Proposed Configuratio Elevation Carrier Antennas' 160' T-Mobile (12) EMS RR65-19-OODP Antennas & f 12) Nokia LNA's on a 13' Platform w/ rails, w/ (24) 1-5/8" coax 150' AT&T (3) Kathrein 742 265 Antennas, (6) Kathrein 800 10121 Antennas, (3)'Pawerwave TT10- 8BP111-001 TMA's, &' (18) Kathrein 86010025 RET's, on (3)T-Booms w/(12) 1-5/8" and (1} 3/8"coax 140` Sprint (12) PCS A 065-19 Antennas an (3) T-Arms, wf;(12) 1-5/8" coax 130` ' T-Mobile (1) 4' HP'Dish on a pipe dish mount, w/ (1} 7/8" coax 126.6` Sprint (1) 4' Dish on a pipe dish mount, w/(1) 7/8" coax 122' T-Mobile (1) 4' Dish on a pipe dish mount, w/ (1) 7/8" coax 116 ' AT&T (1) Andrew VHLP800-11 Dish on a dish mount, w/ (1) 1/2" coax 102' ` T-Mobile (1);4' Dish on a 2' Standoff, w/ (1) 7/8" coax 102`: Sprint (1) Standard TIOA, w/(1) 1/2" coax Note: - BOLD type indicates a new appurtenance. - See Appendix 3 for the proposed coax layout. ,,,i&:,:,,,‘ GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 3 SE6101A PT CHIMACUM/ANE ANALYSIS The purpose of this structural analysis review is to determine if the design for the existing tower is in conformance to the latest requirements of the International Building Code. Wind loading and seismic loading were taken from the TIA-222-G standard as required by the 2009 IBC Section 1609.1.1 (including exceptions) and Section 3108.4. Wind loading and seismic loading were not applied concurrently. The current requirements of TIA-222-G are for 85 mph 3-second gust wind speed with no radial ice and 30 mph 3-second gust wind speed with 1/4"of radial ice. TIA-222-G requires an 85 mph 3-second gust wind speed at this tower location. ANALYSIS 3-SECOND GUST WIND SPEED: 85 MPH ANALYSIS 3-SECOND GUST WIND SPEED WI ICE: 30 MPH RADIAL ICE: 1/4" EXPOSURE CATEGORY: C STRUCTURE CLASS: 11 TOPOGRAPHIC CATEGORY: 1 Seismic loads were calculated from hand calculations using Microsoft Excel. The calculations were taken from a substantiated analysis utilizing the TIA-222-G standard. STRUCTURE CLASSIFICATION: 11 SITE CLASS: D RESPONSE MODIFICATION COEFFICIENT (R): 1.5 1-SECOND SPECTRAL RESPONSE ACCELERATION (Si): 1.170 SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (Ss): 0.426 RISA Tower(Version v5.4.2.0),a commercially available software program,was used to create a three- dimensional model of the tower and calculate member stresses for various dead, live, wind, ice and seismic load cases. All loads were computed in accordance with the TIA-222-G in accordance with CBC requirements. Selected output from the RISA Tower stress analysis is included in Appendices 1 & 2. The tower and foundations are assumed, for the purpose of this analysis, to have been properly fabricated,constructed,maintained,and to be in good condition with no structural defects. This is not a condition assessment of the tower and has been provided without the benefit of recent detailed tower photos,a detailed tower mapping or a GPD Group site visit. This analysis assumes that all antennas and coax have been installed in a neat and orderly fashion. Antennas are assumed to be installed on standard sized mounts.The existing/proposed mounts are assumed to have been verified by the carrier to support existing/proposed loading for the various load cases. GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 4 SE6101A PT CHIMACUM/ANE CONCLUSIONS AND RECOMMENDATIONS Based on the computer structural analysis results, the design for the existing 160' self support tower meets the requirements of TIA-222-G for an 85 mph 3-second gust wind speed with no radial ice and 30 mph 3-second gust wind speed with 1/4" of radial ice for the proposed antenna configuration. The foundation reactions, with the proposed loading, were found to be less than the capacity of the existing foundation design. Therefore, the existing foundations are adequate, assuming they were properly constructed according to original design. Summary of Findings Legs Satisfactory Diagonals Satisfactory Horizontals Satisfactory Connection Bolts Satisfactory Anchor Rods Satisfactory Foundations Satisfactory Therefore,based on our analysis results,the design for the existing structure is structurally satisfactory for the proposed loading configuration :444- GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 5 SE6101A PT CHIMACUM/ANE DISCLAIMER OF WARRANTIES GPD GROUP has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated,erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD GROUP in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged,bent, missing, loose,or rusted members(above and below ground). No allowance was made for loose bolts or cracked welds. GPD GROUP does not analyze the fabrication of the structure(including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub- component and connection of an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches,the contractor shall be responsible for field verifying the existing conditions,proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD GROUP, but are beyond the scope of this report. Miscellaneous items such as antenna mounts etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD GROUP makes no warranties, expressed and/or implied, in connection with this report and disclaim any liability arising from material, fabrication, and erection of this tower. GPD GROUP will not be responsible whatsoever for,or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be limited to the total fee received for preparation of this report. GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 6 SE06101 A PT CHIMACUM/ANE APPENDICES 1. RISA Analysis Printout (Wind Loading) 2. RISA Analysis Printout (Seismic Loading) 3. Seismic Calculations 4. Tower Elevation Drawing and Coax Layout 5. Foundation Analysis Contact te (360) - 370-4450 pr ti or revisions to the apntoi'ed GPD GROUP AKAN, RISA ANALYSIS PRINTOUT (WIND LOADING) GPD GROUP Job Page IUSATower SE06101A PT CHIMACUM/ANE 1 of 12 Project Date GPD Group 2011295.25 14:54:47 09/06/11 520 South Main St.Suite 2531 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers ewells FAX:(330)572-2101 Tower Input Data The main tower is a 3x free standing tower with an overall height of 160.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 16.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Jefferson County,Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder J Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules J Consider Moments-Diagonals 4 Assume Rigid Index Plate / Calculate Redundant Bracing Forces J Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA 4 Use Code Stress Ratios 4 Use Clear Spans For KL/r 4 SR Leg Bolts Resist Compression J Use Code Safety Factors-Guys Retension Guys To Initial Tension .4 All Leg Panels Have Same Allowable Escalate Ice 4 Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Al Use Azimuth Dish Coefficients 4 Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. 4 Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Ann Areas ° t S' _ Leg Bolts Are At Top Of Section 4 SR Members Have Cut Ends Include Shear-Torsion Interaction I Secondary Horizontal Braces Leg 4 Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Feed Line/Linear Appurtenances Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in plf LDF7-50A C No Ar(CaAa) 160.00-8.00 0.0000 0 24 12 1.0000 1.9800 0.82 (1-5/8 FOAM) (T-Mobile) LDF7-50A B No Ar(CaAa) 150.00-8.00 0.0000 0 12 12 1.0000 1.9800 0.82 Page RISATower Job SE06101A PT CHIMACUM/ANE 2 of 12 Project Date GPD Group 2011295.25 14:54:47 09/06/11 520 South Main St.Suite 2531 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers ewells FAX:(330)572-2101 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Frac FW) Row in in in plf (1-5/8 FOAM) (AT&T) LDF2-50A B No Ar(CaAa) 150.00-8.00 0.0000 -0.12 1 1 1.0000 0.4400 0.08 (3/8 FOAM) (AT&T) LDF4-50A B No Ar(CaAa) 116.00-8.00 0.0000 0.12 1 1 1.0000 0.6300 0.15 (1/2 FOAM) (AT&T) LDF7-50A A No Ar(CaAa) 140.00-8.00 0.0000 0 12 6 1.0000 1.9800 0.82 (1-5/8 FOAM) (Sprint) LDF5-50A C No Ar(CaAa) 102.00-8.00 0.0000 0.1 3 3 1.0000 1.0900 0.33 (7/8 FOAM) (T-Mobile) LDF5-50A C No Ar(CaAa) 122.00-102.00 0.0000 0.1 2 2 1.0000 1.0900 0.33 (7/8 FOAM) (T-Mobile) LDF5-50A C No Ar(CaAa) 130.00-122.00 0.0000 0.1 1 1 1.0000 1.0900 0.33 (7/8 FOAM) (T-Mobile) EW63 A No Ar(CaAa) 126.60-8.00 0.0000 -0.1 1 1 1.0000 1.5742 0.51 (Sprint) LDF4-50A A No Ar(CaAa) 102.00-8.00 0.0000 -0.12 1 1 1.0000 0.6300 0.15 (1/2 FOAM) (Sprint) Feedline A No Af(CaAa) 140.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(At) Feedline B No Af(CaAa) 150.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Af) Feedline C No Af(CaAa) 160.00-8.00 0.0000 0.025 1 1 3.0000 3.0000 8.40 Ladder(Af) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 lb ft ft Valmont 13'Platform w/ C None 0.0000 160.00 No Ice 35.90 35.90 1335.00 Rails(GPD) 1/2"Ice 40.50 40.50 3000.00 (4)RR65-19-00DP w/6' A From Leg 1.00 0.0000 160.00 No Ice 5.87 4.47 60.00 mountpipe 0.00 1/2"Ice 6.32 5.32 103.05 0.00 (4)RR65-19-00DP w/6' B From Leg 1.00 0.0000 160.00 No Ice 5.87 4.47 60.00 mountpipe 0.00 1/2"Ice 6.32 5.32 103.05 0.00 (4)RR65-19-00DP w/6' C From Leg 1.00 0.0000 160.00 No Ice 5.87 4.47 60.00 mountpipe 0.00 1/2"Ice 6.32 5.32 103.05 0.00 (4)LNA Amplifier A From Leg 1.00 0.0000 160.00 No Ice 1.40 0.70 10.00 0.00 1/2"Ice 1.56 0.82 20.34 0.00 (4)LNA Amplifier B From Leg 1.00 0.0000 160.00 No Ice 1.40 0.70 10.00 0.00 1/2"Ice 1.56 0.82 20.34 0.00 (4)LNA Amplifier C From Leg 1.00 0.0000 160.00 No Ice 1.40 0.70 10.00 Job RISATower ob SE061O1A PT CHIMACUM/ANE 3 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers ewells FAX:(330)572-2101 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft 112 ft2 lb ft ft 0.00 1/2"Ice 1.56 0.82 20.34 0.00 MTS 10'Boom Gate(1) A From Leg 2.00 0.0000 150.00 No Ice 15.43 10.89 434.00 0.00 1/2"Ice 20.15 15.13 614.25 0.00 MTS 10'Boom Gate(1) B From Leg 1.00 60.0000 150.00 No Ice 15.43 10.89 434.00 1.73 1/2"Ice 20.15 15.13 614.25 0.00 MTS 10'Boom Gate(1) C From Leg 2.00 0.0000 150.00 No Ice 15.43 10.89 434.00 0.00 1/2"Ice 20.15 15.13 614.25 0.00 742 265 w/Mount Pipe A From Leg 4.00 0.0000 150.00 No Ice 7.60 6.18 70.00 0.00 1/2"Ice 8.16 7.29 130.15 0.00 742 265 w/Mount Pipe B From Leg 2.00 0.0000 150.00 No Ice 7.60 6.18 70.00 3.46 1/2"Ice 8.16 7.29 130.15 0.00 742 265 w/Mount Pipe C From Leg 4.00 0.0000 150.00 No Ice 7.60 6.18 70.00 0.00 1/2"Ice 8.16 7.29 130.15 0.00 (2)800 10121 w/6'mount A From Leg 4.00 0.0000 150.00 No Ice 5.80 4.72 70.00 pipe 0.00 1/2"Ice 6.35 5.56 114.27 0.00 (2)800 10121 w/6'mount B From Leg 2.00 0.0000 150.00 No Ice 5.80 4.72 70.00 pipe 3.46 1/2"Ice 6.35 5.56 114.27 0.00 (2)800 10121 w/6'mount C From Leg 4.00 0.0000 150.00 No Ice 5.80 4.72 70.00 pipe 0.00 1/2"Ice 6.35 5.56 114.27 0.00 TT19-08BP111-001 A From Leg 4.00 0.0000 150.00 No Ice 0.64 0.52 20.00 0.00 1/2"Ice 0.76 0.62 21.80 0.00 TT19-08BP111-001 B From Leg 2.00 0.0000 150.00 No Ice 0.64 0.52 20.00 3.46 1/2"Ice 0.76 0.62 21.80 0.00 TT19-08BP111-001 C From Leg 4.00 0.0000 150.00 No Ice 0.64 0.52 20.00 0.00 1/2"Ice 0.76 0.62 21.80 0.00 (6)860 10025 A From Leg 4.00 0.0000 150.00 No Ice 0.18 0.15 1.20 0.00 1/2"Ice 0.25 0.21 2.85 -2.00 (6)860 10025 B From Leg 2.00 0.0000 150.00 No Ice 0.18 0.15 1.20 3.46 1/2"Ice 0.25 0.21 2.85 -2.00 (6)860 10025 C From Leg 4.00 0.0000 150.00 No Ice 0.18 0.15 1.20 0.00 1/2"Ice 0.25 0.21 2.85 -2.00 14'T-Arm(1) A From Leg 2.00 0.0000 140.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 14'T-Arm(1) B From Leg 2.00 0.0000 140.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 14'T-Arm(1) C From Leg 2.00 0.0000 140.00 No Ice 5.80 2.60 336.00 0.00 1/2"Ice 9.71 4.86 412.00 0.00 (4)PCS A 065-19-0 w/mount A From Leg 4.00 0.0000 140.00 No Ice 6.25 6.25 25.00 Page RISATower Job SE06101A PT CHIMACUM/ANE 4 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ewells Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft= lb ft ft pipe 0.00 1/2"Ice 6.99 6.99 28.00 0.00 (4)PCS A 065-19-0 w/mount B From Leg 4.00 0.0000 140.00 No Ice 6.25 6.25 25.00 pipe 0.00 1/2"Ice 6.99 6.99 28.00 0.00 (4)PCS A 065-19-0 w/mount C From Leg 4.00 0.0000 140.00 No Ice 6.25 6.25 25.00 pipe 0.00 1/2"Ice 6.99 6.99 28.00 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 130.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe A From Leg 0.50 0.0000 126.60 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 122.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 2'Mount Pipe C From Leg 0.50 0.0000 116.00 No Ice 0.30 0.30 20.00 0.00 1/2"Ice 0.43 0.43 23.28 0.00 2"x 4'Mount Pipe A From Leg 0.50 0.0000 102.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 2"x 4'Mount Pipe C From Leg 0.50 0.0000 102.00 No Ice 0.79 0.79 20.00 0.00 1/2"Ice 1.03 1.03 26.34 0.00 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft 0 0 ft ft ft2 lb VHLP800-11(48 A Paraboloid w/o From 4.00 0.0000 116.00 2.92 No Ice 6.68 50.00 lbs.) Radome Leg 0.00 1/2"Ice 7.07 60.00 0.00 4'HP C Paraboloid From 1.00 0.0000 130.00 4.00 No Ice 12.57 50.00 w/Shroud(HP) Leg 0.00 1/2"Ice 13.10 130.00 0.00 4'Dish w/o Radome A Paraboloid w/o From 1.00 0.0000 126.60 4.00 No Ice 12.57 80.00 Radome Leg 0.00 1/2"Ice 13.10 90.00 0.00 4'Dish w/o Radome C Paraboloid w/o From 1.00 0.0000 122.00 4.00 No Ice 12.57 80.00 Radome Leg 0.00 1/2"Ice 13.10 90.00 0.00 4'Dish w/o Radome A Paraboloid w/o From 1.00 0.0000 102.00 4.00 No Ice 12.57 80.00 Radome Leg 0.00 1/2"Ice 13.10 90.00 0.00 4'HP C Paraboloid From 1.00 0.0000 102.00 4.00 No Ice 12.57 50.00 w/Shroud(HP) Leg 0.00 1/2"Ice 13.10 130.00 0.00 RISATower Job SE06101A PT CHIMACUM/ANE Page 5 of 12 Project Date GPD Group 2011295.25 14:54:47 09/06/11 520 South Main St.Suite 2531 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers ewells FAX. (330)572-2101 Critical Deflections and Radius of Curvature - Service Wind 1 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 160.00 Valmont 13'Platform w/Rails 47 5.346 0.3180 0.0425 378649 (GPD) 150.00 MTS 10'Boom Gate(1) 47 4.675 0.3161 0.0421 135863 140.00 14'1-Arm(1) 47 4.012 0.3073 0.0401 53051 130.00 4'HP 47 3.373 0.2857 0.0371 27489 126.60 4'Dish w/o Radome 47 3.165 0.2759 0.0359 23506 122.00 4'Dish w/o Radome 47 2.892 0.2615 0.0340 19718 116.00 VHLP800-11(48 lbs.) 47 2.556 0.2413 0.0311 17243 102.00 4'Dish w/o Radome 47 1.874 0.1931 0.0232 14341 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 160-155 17.078 18 1.0124 0.1370 T2 155-140 16.008 18 1.0104 0.1369 T3 140-120 12.830 18 0.9794 0.1291 T4 120-100 8.890 18 0.8140 0.1064 T5 100-80 5.732 18 0.5962 0.0710 T6 80-60 3.537 18 0.4149 0.0387 T7 60-40 1.965 18 0.2980 0.0210 T8 40-20 0.864 18 0.1878 0.0100 T9 20-0 0.230 18 0.0821 0.0040 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 160.00 Valmont 13'Platform w/Rails 18 17.078 1.0124 0.1370 121275 (GPD) 150.00 MTS 10'Boom Gate(1) 18 14.940 1.0064 0.1355 44300 140.00 14'T-Arm(1) 18 12.830 0.9794 0.1291 17292 130.00 4'HP 18 10.791 0.9114 0.1195 8756 126.60 4'Dish w/o Radome 18 10.126 0.8806 0.1155 7457 122.00 4'Dish w/o Radome 18 9.256 0.8349 0.1093 6232 116.00 VHLP800-11(48 lbs.) 18 8.184 0.7710 0.1000 5433 102.00 4'Dish w/o Radome 18 6.003 0.6174 0.0747 4499 Boit Design Data I Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 160 Leg A325N 0.5000 4 0.39 13.25 0.029 V 1 Bolt Tension Diagonal A325N 0.5000 2 0.73 7.95 0.091 V 1 Bolt Shear Top Girt A325N 0.5000 1 0.66 7.50 0.088 V 1 Member Bearing T2 155 Leg A325N 0.7500 4 4.09 29.82 0.137 V 1 Bolt Tension over Job Page SE061O1A PT CHIMACUM/ANE 6 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH 44311 Client Designed by I Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ewells Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K Diagonal A325N 0.6250 2 1.88 11.42 0.165 Y 1 Member Bearing T3 140 Leg A325N 0.8750 4 14.80 40.59 0365 V I Bolt Tension Diagonal A325N 0.6250 2 3.73 11.42 0 327 " 1 Member Bearing T4 120 Leg A325N 1.0000 6 20.55 53.01 0.388 .1+/+ 1 Bolt Tension Diagonal A325N 0.6250 2 4.80 11.42 0.420 ,Y 1 Member Bearing T5 100 Leg A325N 1.0000 12 13.50 53.01 0.255 4�;p 1 Bolt Tension Diagonal . A325N 0.6250 2 2.42 11.42 0 212 V 1 Member Bearing T6 80 Leg A325N 1.0000 12 15.55 53.01 0293 �+ 1 Bolt Tension Diagonal A325N 0.6250 2 2.84 11.42 0.249 lir 1 Member Bearing T7 60 Leg A325N 1.0000 12 17.69 53.01 0.334 V 1 Bolt Tension Diagonal A325N 0.7500 1 5.74 10.42 0.551 P 1 Member Block Shear T8 40 Leg A325N 1.0000 12 19.71 53.01 0.372 V 1 Bolt Tension Diagonal A325N 0.6250 2 3.15 12.43 0.254 V 1 Bolt Shear T9 20 Leg A615 2.0000 6 43.07 159.04 0 271 V 1 Bolt Tension Diagonal A325N 0.6250 2 3.75 12.43 0.302 V 1 Bolt Shear C Compression Checks Leg Design Data (Compression) Section Elevation Size L L. Kl/r A P. 4P„ Ratio No. P. ft ft ft in2 K K gyp„ T1 160-155 P3 STD 5.00 5.00 51.6 2.2285 -2.53 82.56 0.031 ' K=1.00 T2 155-140 P4 STD 15.00 5.00 39.7 3.1741 -20.95 127.25 0.165' K=1.00 T3 140-120 P4 STD 20.00 6.67 53.0 3.1741 -67.00 116.32 0.576' K=1.00 T4 120-100 Pipe 6 Std. 20.00 6.67 35.6 5.5813 -134.34 228.90 0.587 K=1.00 15 100-80 Pipe 8 Std. 20.03 6.68 27.3 8.3993 -176.63 357.95 0.493' K=1.00 T6 80-60 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -204.49 495.53 0.413' K=1.00 T7 60-40 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -234.11 495.53 0.472' K=1.00 T8 40-20 Pipe 10 Std. 20.03 10.02 32.7 11.9083 -262.49 495.53 0.530' K=1.00 T9 20-0 P12 STD 20.03 10.02 27.5 14.5790 -288.77 620.86 0.465' K=1.00 1 P, /4P„controls Leg Bending Design Data (Compression) contact h , e 1- a F t, at (360) - 370-44:;i) r. o. .c _., , or revisions to the < nr , , Page S. Tower Job SE06101A PT CHIMACUM/ANE 7 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX-(330)572-2101 ewells Section Elevation Size M x 4)M„, Ratio M, 4)M„y Ratio No. M x M y ft kip ft kip ft 4M kip ft kip ft 4M,,, Ti 160-155 P3 STD 0.03 8.75 0.004 0.00 8.75 0.000 T2 155-140 P4 STD 0.12 16.17 0.008 0.00 16.17 0.000 T3 140-120 P4 STD 0.54 16.17 0.034 0.00 16.17 0.000 T4 120-100 Pipe 6 Std. 3.70 42.30 0.088 0.00 42.30 0.000 T5 100-80 Pipe 8 Std. 2.80 83.29 0.034 0.00 83.29 0.000 T6 80-60 Pipe 10 Std. 3.65 147.68 0.025 0.00 147.68 0.000 T7 60-40 Pipe 10 Std. 3.79 147.68 0.026 0.00 147.68 0.000 T8 40-20 Pipe 10 Std. 4.16 147.68 0.028 0.00 147.68 0.000 T9 20-0 P12 STD 0.00 215.42 0.000 0.00 215.42 0.000 Leg Interaction Design Data (Compression) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M M„y Stress Stress ft V. 4)114., OM,, Ratio Ratio Tl 160-155 P3 STD 0.031 0.004 0.000 0.031 ' 1.000 4.9-4 V T2 155-140 P4 STD 0.165 0.008 0.000 0.165' 1.000 4.94 V T3 140-120 P4 STD 0.576 0.034 0.000 0.576' 1.000 4.9-3 V V T4 120-100 Pipe 6 Std. 0.587 0.088 0.000 0.600 1.000 4.9-3 " V T5 100-80 Pipe 8 Std. 0.493 0.034 0.000 0.493' 1.000 4.9-3 V T6 80-60 Pipe 10 Std. 0.413 0.025 0.000 0.413' 1.000 4.9-3 V T7 60-40 Pipe 10 Std. 0.472 0.026 0.000 0.472' 1.000 4.9-3 V T8 40-20 Pipe 10 Std. 0.530 0.028 0.000 0.530' 1.000 4.9-3 V T9 20-0 P12 STD 0.465 0.000 0.000 0.465' 1.000 4.9-3 V I P„ /4P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP, Ratio No. P„ ft ft ft in2 K K 4)P„ TI 160-155 Li 3/4x1 3/4x3/16 7.81 3.54 122.8 0.6211 -1.45 9.10 0.160' K=0.99 T2 155-140 L2 1/2x2 1/1(3/16 7.81 3.45 92.7 0.9020 -3.70 18.59 0.199' K=1.11 T3 140-120 L2 1/2x2 1/2x3/16 8.97 3.99 102.6 0.9020 -7.56 16.80 0.450' K=1.06 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.86 100.2 0.9020 -10.00 17.24 0.580' K=1.07 T5 100-80 L2 I/2x2 1/2x3/16 9.20 4.15 105.5 0.9020 -5.20 16.27 0.320' K=1.05 Tower Job Page . SE06101A PT CHIMACUM/ANE 8 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ewells Section Elevation Size L L. Kl/r A P„ 4P„ Ratio No. P„ ft ft ft in2 K K op„ T6 80-60 L3x3x3/16 13.80 6.40 126.8 1.0900 -5.96 15.07 0.396' K=0.98 T7 60-40 L3x3x3/16 15.24 7.21 145.2 1.0900 -6.04 11.67 0.517' K=1.00 T8 40-20 L3x3x1/4 16.80 7.94 151.3 1.4400 -6.31 14.22 0.444' K=0.94 T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.68 142.9 1.6900 -7.50 18.69 0.401 ' K=0.95 I P„ /4P„controls Diagonal Bending Design Data Section Elevation Size M x 4M x Ratio M y 4M,,. Ratio No. Mx My ft kip ft kip ft �M kip ft kip ft 04y Ti 160-155 Ll 3/4x1 3/4x3/16 0.00 0.99 0.000 0.00 0.51 0.000 T2 155 140 L2 1/2x2 1/2x3/16 0.00 2.08 0.000 0.00 1.05 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2.08 0.000 0.00 1.05 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2.08 0.000 0.00 1.05 0.000 T5 100-80 L2 1/2x2 1/2x3/16 0.00 2.08 0.000 0.00 1.05 0.000 T6 80-60 L3x3x3/16 0.00 2.92 0.000 0.00 1.47 0.000 T7 60-40 L3x3x3/16 0.00 2.92 0.000 0.00 1.47 0.000 T8 40-20 L3x3x1/4 0.00 3.94 0.000 0.00 1.99 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5.44 0.000 0.00 2.76 0.000 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M, My Stress Stress .t OP” 4M: rpM Y Ratio Ratio T1 160-155 Ll 3/4x1 3/4x3/16 0.160 0.000 0.000 0.1660' 1.000 4.9-4 ' T2 155-140 L2 1/2x2 1/2x3/16 0.199 0.000 0.000 0.199' 1.000 4.9-4 V T3 140-120 L2 1/2x2 1/2x3/16 0.450 0.000 0.000 0.450' 1.000 4.9-3 V V T4 120-100 L2 1/2x2 1/2x3/16 0.580 0.000 0.000 0.580' 1.000 4.9-3 V 15 100-80 L2 1/2x2 1/2x3/16 0.320 0.000 0.000 0.320' 1.000 4.9-3 V T6 80-60 L3x3x3/16 0.396 0.000 0.000 0.'3,96' 1.000 4.9-3 T7 60-40 L3x3x3/16 0.517 0.000 0.000 0.517' 1.000 4.9-3 V V .1 18 40-20 L3x3x1/4 0.444 0.000 0.000 0.444' 1.000 4.9-3 Y T9 20-0 L3 1/2x3 1/2x1/4 0.401 0.000 0.000 0.401 ' 1.000 4.9-3 V V �'�' Job Page � SEO61O1A PT CHIMACUM/ANE 9 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX. (330)572-2101 ewellS 1 P„ /OP„controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kl/r A P. 4iP„ Ratio No. P. ft ft ft in2 K K (Op„ Ti 160-155 L2 1/2x2 1/2x3/16 6.00 5.48 132.8 0.9020 -0.61 11.54 0.053' K=1.00 1 P„ /raP„controls Top Girt Bending Design Data Section Elevation Size M: 4M: Ratio Mr 4M„„ Ratio No. M M y ft kip ft kip ft 4M,,, kip ft kip ft `PM, T1 160-155 L2 1/2x2 1/2x3/16 0.00 2.08 0.000 0.00 1.05 0.000 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M„. M., Stress Stress ft gyp„ rpM x 9M r Ratio Ratio T1 160-155 L2 1/2x2 1/2x3/16 0.053 0.000 0.000 0.053' 1.000 4.9-4 V 1 P P. /+P„controls Tension Checks Leg Design Data (Tension) Section Elevation Size L L. Kl/r A P. 4P„ Ratio No. P. ft ft ft in2 K K gyp„ T1 160-155 P3 STD 5.00 5.00 51.6 2.2285 1.56 100.28 0.016' T2 155-140 P4 STD 15.00 5.00 39.7 3.1741 16.38 142.83 0.115' T3 140-120 P4 STD 20.00 6.67 53.0 3.1741 59.20 142.83 0.414' T4 120-100 Pipe 6 Std. 20.00 6.67 35.6 5.5813 123.18 251.16 0.490 T5 100-80 Pipe 8 Std. 20.03 6.68 27.3 8.3993 161.99 377.97 0.429' T6 80-60 Pipe 10 Std. 20.03 10.02 32.7 11.9083 186.59 535.87 0.348' T7 60-40 Pipe 10 Std. 20.03 10.02 32.7 11.9083 212.31 535.87 0.396' T8 40-20 Pipe 10 Std. 20.03 10.02 32.7 11.9083 236.56 535.87 0.441 1 T9 20-0 P12 STD 20.03 10.02 27.5 14.5790 258.42 656.05 0.394' 1 P P. /(i)P„controls Tower Job Page SE06101A PT CHIMACUM/ANE 10 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ewells Leg Bending Design Data (Tension) Section Elevation Size M. OM„, Ratio Mu, 4M.,, Ratio No. M x M y ft kip ft kip ft 4M x kip ft kip ft 4)My TI 160-155 P3 STD 0.00 8.75 0.000 0.00 8.75 0.000 T2 155-140 P4 STD 0.04 16.17 0.003 0.00 16.17 0.000 T3 140-120 P4 STD 0.34 16.17 0.021 0.00 16.17 0.000 T4 120-100 Pipe 6 Std. 3.35 42.30 0.079 0.00 42.30 0.000 T5 100-80 Pipe 8 Std. 2.40 83.29 0.029 0.00 83.29 0.000 T6 80-60 Pipe 10 Std. 3.43 147.68 0.023 0.00 147.68 0.000 T7 60-40 Pipe 10 Std. 3.07 147.68 0.021 0.00 147.68 0.000 T8 40-20 Pipe 10 Std. 2.70 147.68 0.018 0.00 147.68 0.000 T9 20-0 P12 STD 4.32 215.42 0.020 0.00 215.42 0.000 Leg Interaction Design Data (Tension) I Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M. M y Stress Stress ft 4P,, 4Mx 4114,, Ratio Ratio Ti 160-155 P3 STD 0.016 0.000 0.000 0.016' 1.000 4.94 V T2 155-140 P4 STD 0.115 0.003 0.000 0.115 1 1.000 4.9-4 V T3 140-120 P4 STD 0.414 0.021 0.000 0.414' 1.000 4.9-3 V V T4 120-100 Pipe 6 Std. 0.490 0.079 0.000 0.506 1.000 4.9-3 V V T5 100-80 Pipe 8 Std. 0.429 0.029 0.000 0.429' 1.000 4.9-3 V T6 80-60 Pipe 10 Std. 0.348 0.023 0.000 0.348' 1.000 4.9-3 V T7 60-40 Pipe 10 Std. 0.396 0.021 0.000 0.396' 1.000 4.9-3 V V T8 40-20 Pipe 10 Std. 0.441 0.018 0.000 0.441 ' 1.000 4.9-3 V T9 20-0 P12 STD 0.394 0.020 0.000 0.394' 1.000 4.9-3 V V t P„ /4P„controls Diagonal Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ 4P„ Ratio No. P„ ft ft ft in2 K K 4)15„ T1 160-155 LI 3/4x1 3/4x3/16 7.81 3.54 83.0 0.3779 1.37 16.44 0.083' T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.45 56.5 0.5710 3.76 24.84 0.151 T3 140-120 L2 1/2x2 1/2x3/16 8.97 3.99 64.8 0.5710 7.46 24.84 0.300 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.86 62.8 0.5710 9.59 24.84 0.386 15 100-80 L2 1/2x2 1/2x3/16 9.20 4.15 67.3 0.5710 4.85 24.84 0.195' T6 80-60 L3x3x3/16 13.80 6.40 84.5 0.7120 5.68 30.97 0.183' T7 60-40 L3x3x3/16 15.24 7.21 94.0 0.6945 5.74 30.21 0.190' Job SE06101A PT CHIMACUM /ANE Page 11 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers ewells FAX:(330)572-2101 Section Elevation Size L L. Kl/r A P. •P„ Ratio No. P. ft ft ft in2 K K 4)P„ T8 40-20 L3x3x1/4 16.01 7.55 100.2 0.9394 6.00 40.86 0.147' T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.68 97.9 1.1269 6.86 49.02 0.140' 'P„ /4P„controls Diagonal Bending Design Data Section Elevation Size Mx 4M,, Ratio MY 4MY Ratio No. M M, ft kip ft kip ft 4iM kip ft kip ft 4My T1 160-155 Ll 3/4x1 3/4x3/16 0.00 0.99 0.000 0.00 0.51 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2.08 0.000 0.00 1.05 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.04 2.08 0.019 0.04 1.05 0.038 T4 120-100 L2 1/2x2 1/2x3/16 0.05 2.08 0.023 0.04 1.05 0.041 T5 100-80 L2 1/2x2 1/2x3/16 0.00 2.08 0.000 0.00 1.05 0.000 T6 80-60 L3x3x3/16 0.00 2.92 0.000 0.00 1.47 0.000 T7 60-40 L3x3x3/16 0.00 2.92 0.000 0.00 1.47 0.000 T8 40-20 L3x3x1/4 0.00 3.94 0.000 0.00 1.99 0.000 T9 20-0 L3 1/2x3 1/2x1/4 0.00 5.44 0.000 0.00 2.76 0.000 Diagonal Interaction Design Data 1 Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M M, Stress Stress ft 4,13, 4,M,, 4)M5 Ratio Ratio T1 160-155 Ll 3/4x1 3/4x3/16 0.083 0.000 0.000 0.'0883' 1.000 4.9-4 i T2 155-140 L2 1/2x2 1/2x3/16 0.151 0.000 0.000 0.151 1 1.000 4.94 V T3 140-120 L2 1/230 1/2x3/16 0.300 0.019 0.038 0.318 1.000 4.9-3 V T4 120-100 L2 1/2x2 1/2x3/16 0.386 0.023 0.041 0.400 1.000 4.9-3 V '/ 15 100-80 L2 1/2x2 1/2x3/16 0.195 0.000 0.000 0.195' 1.000 4.9-4 !' Y T6 80-60 L3x3x3/16 0.183 0.000 0.000 0.183' 1.000 4.94 V T7 60-40 L3x3x3/16 0.190 0.000 0.000 0.190' 1.000 4.94 V T8 40-20 L3x3x1/4 0.147 0.000 0.000 0.147' 1.000 4.94 V V T9 20-0 L3 1/2x3 1/2x1/4 0.140 0.000 0.000 0.140' 1.000 4.94 V V 1 P. /eP,controls Job SE06101A PT CHIMACUM/ANE Page 12 of 12 GPD Group Project Date 520 South Main St.Suite 2531 2011295.25 14:54:47 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile Towers FAX:(330)572-2101 ewells Section Capacity Table I Section Elevation Component Size Critical P oP„,ho„ % Pass No. ft Type Element K K Capacity Fail Ti 160-155 Leg P3 STD 2 -2.53 82.56 3.1 Pass T2 155-140 Leg P4 STD 13 -20.95 127.25 16.5 Pass T3 140-120 Leg P4 STD 34 -67.00 116.32 57.6 Pass T4 120-100 Leg Pipe 6 Std. 55 -134.34 228.90 60.0 Pass T5 100-80 Leg Pipe 8 Std. 76 -176.63 357.95 49.3 Pass T6 80-60 Leg Pipe 10 Std. 97 -204.49 495.53 41.3 Pass T7 60-40 Leg Pipe 10 Std. 112 -234.11 495.53 47.2 Pass T8 40-20 Leg Pipe 10 Std. 127 -262.49 495.53 53.0 Pass T9 20-0 Leg P12 STD 142 -288.77 620.86 46.5 Pass Ti 160-155 Diagonal LI 3/4x1 3/4x3/16 7 -1.45 9.10 16.0 Pass T2 155-140 Diagonal L2 1/2x2 1/2x3/16 17 -3.70 18.59 19.9 Pass T3 140-120 Diagonal L2 1/2x2 1/2x3/16 41 -7.56 16.80 45.0 Pass T4 120-100 Diagonal L2 1/2x2 1/2x3/16 62 -10.00 17.24 58.0 Pass T5 100-80 Diagonal L2 1/2x2 1/2x3/16 95 -5.20 16.27 32.0 Pass T6 80-60 Diagonal L3x3x3/16 104 -5.96 15.07 39.6 Pass T7 60-40 Diagonal L3x3x3/16 119 -6.04 11.67 51.7 Pass T8 40-20 Diagonal L3x3x1/4 134 -6.31 14.22 44.4 Pass T9 20-0 Diagonal L3 1/2x3 1/2x1/4 146 -7.50 18.69 40.1 Pass Ti 160-155 Top Girt L2 1/2x2 1/2x3/16 4 -0.61 11.54 5.3 Pass Summary Leg(T4) 60.0 Pass Diagonal 58.0 Pass (T4) Top Girt 5.3 Pass (T1) Bolt Checks 55.1 Pass RATING= 60.0 Pass Program Version 5.4.2.0-6/17/2010 File:C:/Users/ewells/Desktop/RISA25/SE06101A.eri RISA ANALYSIS PRINTOUT (SEISMIC LOADING) GPD GROUP Job SE06101A PT CHIMACUM /ANE (Seismic) Page 1 of 8 RISATower GPD Group Project Date 520 South Main St.Suite 2531 2010193.85 14:59:30 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile ewells FAX:(330)572-2101 Tower Input Data The main tower is a 3x free standing tower with an overall height of 160.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.00 ft at the top and 16.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Jefferson County,Washington. Basic wind speed of 1 mph. Structure Class II. Contact t Exposure Category B. (360) - 379-4450 o {,? i,„s_ax rxidiv,„ Topographic Category 1. Crest Height 0.00 ft. or \-isiO11S to the approved-pia lts. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads,feedline supports,and appurtenance mounts are not considered. Options 1 4 Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder J Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules J Consider Moments-Diagonals 4 Assume Rigid Index Plate / Calculate Redundant Bracing Forces J Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA I/ Use Code Stress Ratios -V Use Clear Spans For KL/r SR Leg Bolts Resist Compression Ai Use Code Safety Factors-Guys 'I Retension Guys To Initial Tension 4 All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz J Use Azimuth Dish Coefficients 'I Consider Feedline Torque Use Special Wind Profile ' Project Wind Area of Appurt. Include Angle Block Shear Check J Include Bolts In Member Capacity '1 Autocalc Torque Ann Areas 3 k = .,_= � $ .�IgI 411p ti Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction 'I Secondary Horizontal Braces Leg I/ Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) I/ Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination User Defined Loads Description Elevation Offset Azimuth Weight F F Wind Force CAAc From Angle Centroid ft ft e. lb lb lb lb ft2 Antennas @ 160' 160.00 0.00 0.0000 No Ice 2175.00 0.00 0.00 351.00 0.00 Antennas @ 150' 150.00 0.00 0.0000 No Ice 2014.00 0.00 0.00 245.00 0.00 Antennas @ 140' 140.00 0.00 0.0000 No Ice 1344.00 0.00 0.00 123.00 0.00 Dish @ 130' 130.00 0.00 0.0000 No Ice 70.00 0.00 0.00 5.00 0.00 Dish @ 126.6' 126.60 0.00 0.0000 No Ice 100.00 0.00 0.00 6.00 0.00 Dish @ 122' 122.00 0.00 0.0000 No Ice 100.00 0.00 0.00 6.00 0.00 Dishes @ 102' 102.00 0.00 0.0000 No Ice 134.00 0.00 0.00 5.00 0.00 Coax from 155'-160' 157.50 0.00 0.0000 No Ice 46.00 0.00 0.00 7.00 0.00 Coax from 140'-155' 147.50 0.00 0.0000 No Ice 231.00 0.00 0.00 26.00 0.00 Coax from 120'-140' 130.00 0.00 0.0000 No Ice 609.00 0.00 0.00 43.00 0.00 Coax from 100'-120' 110.00 0.00 0.0000 No Ice 812.00 0.00 0.00 37.00 0.00 Coax from 80'-100' 90.00 0.00 0.0000 No Ice 120.00 0.00 0.00 40.00 0.00 Coax from 60'-80' 70.00 0.00 0.0000 No Ice 140.30 0.00 0.00 33.00 0.00 Job Page SE061O1A PT CHIMACUM/ANE (Seismic) 2 of 8 GPD Group Project Date 520 South Main St.Suite 2531 2010193.85 14:59:30 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile ewells • FAX:(330)572-2101 Description Elevation Offset Azimuth Weight F F, Wind Force CAAc From Angle Centroid ft ft lb lb lb lb ft2 Coax from 40'-60' 50.00 0.00 0.0000 No Ice 179.00 0.00 0.00 27.00 0.00 Coax from 20'-40' 30.00 0.00 0.0000 No Ice 199.40 0.00 0.00 16.00 0.00 Coax from 8'-20' 14.00 0.00 0.0000 No Ice 2145.00 0.00 0.00 10.00 0.00 Tower from 155'-160' 157.50 0.00 0.0000 No Ice 0.00 0.00 0.00 42.00 0.00 Tower from 140'-155' 147.50 0.00 0.0000 No Ice 0.00 0.00 0.00 109.00 0.00 Tower from 120'-140' 130.00 0.00 0.0000 No Ice 0.00 0.00 0.00 84.00 0.00 Tower from 100'-120' 110.00 0.00 0.0000 No Ice 0.00 0.00 0.00 78.00 0.00 Tower from 80'-100' 90.00 0.00 0.0000 No Ice 0.00 0.00 0.00 78.00 0.00 Tower from 60'-80' 70.00 0.00 0.0000 No Ice 0.00 0.00 0.00 76.00 0.00 Tower from 40'-60' 50.00 0.00 0.0000 No Ice 0.00 0.00 0.00 49.00 0.00 Tower from 20'-40' 30.00 0.00 0.0000 No Ice 0.00 0.00 0.00 30.00 0.00 Tower from 0'-20' 10.00 0.00 0.0000 No Ice 0.00 0.00 0.00 15.00 0.00 Dish @ 116' 116.00 0.00 0.0000 No Ice 70.00 0.00 0.00 4.00 0.00 Bait Design Data Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb Ti 160 Leg A325N 0.5000 4 101.12 13253.60 0.008 V 1 Bolt Tension Diagonal A325N 0.5000 2 155.10 7952.16 0.020 V 1 Bolt Shear Top Girt A325N 0.5000 I 142.84 7503.75 0.019 V 1 Member Bearing T2 155 Leg A325N 0.7500 4 432.77 29820.60 0.015 10 1 Bolt Tension Diagonal A325N 0.6250 2 306.07 11418.80 0.027 V 1 Member Bearing T3 140 Leg A325N 0.7500 4 1470.13 29820.60 Y 0.049 1 Bolt Tension Diagonal A325N 0.6250 2 416.68 11418.80 0.036 #r 1 Member Bearing T4 120 Leg A325N 0.8750 6 1957.55 40589.10 0.048 V 1 Bolt Tension Diagonal A325N 0.6250 2 512.72 12425.20 0.041 V 1 Bolt Shear T5 100 Leg A325N 1.0000 12 1139.21 53014.40 0.021 i+" I Bolt Tension Diagonal A325N 0.6250 2 178.36 12425.20 V 1 Bolt Shear T6 80 Leg A325N 1.0000 12 1183.40 53014.40 0.022 V 1 Bolt Tension Diagonal A325N 0.6250 2 158.99 11418.80 0.014 1 Member Bearing T7 60 Leg A325N 1.0000 12 1210.23 53014.40 0.023 3" 1 Bolt Tension Diagonal A325N 0.7500 1 279.29 10766.30 0.026 V 1 Member Bearing T8 40 Leg A325N 1.0000 12 1214.04 53014.40 0.023iP' 1 Bolt Tension Diagonal A325N 0.6250 2 177.79 12425.20 0.014 it 1 Bolt Shear T9 20 Leg A615 2.0000 6 2275.18 159043.00 0.014 Y 1 Bolt Tension Diagonal A325N 0.6250 2 257.93 12425.20 0.021 ` 1 Bolt Shear Compression Checks Leg Design Data (Compression) Job SE061O1A PT CHIMACUM/ANE (Seismic) Page 3 of 8 IttSATower• GPD Group Project Date 520 South Main St.Suite 2531 2010193.85 14:59:30 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile ewells FAX:(330)572-2101 Section Elevation Size L L. Kl/r A P„ 4Pn Ratio No. P. ft ft ft in2 lb lb 4)P„ T1 160-155 Pipe 3.5"x 0.216"(3 STD) 5.00 5.00 51.6 2.2285 -1213.44 82563.00 0.015' K=1.00 T2 155-140 P4.5x.237 15.00 5.00 39.7 3.1741 -5193.21 127250.00 0.041 ' K=1.00 T3 140-120 P4.5x.237 20.00 6.67 53.0 3.1741 -11955.50 116316.00 0.103' K=1.00 T4 120-100 P6.625x.280 20.00 6.67 35.6 5.5813 -19527.10 228900.00 0.085' K=1.00 T5 100-80 P8.625x.322 20.03 6.68 27.3 8.3993 -23311.20 357954.00 0.065' K=1.00 T6 80-60 P10.75 x.365 20.03 10.02 32.7 11.9083 -25807.80 495532.00 0.052' K=1.00 T7 60-40 P10.75 x.365 20.03 10.02 32.7 11.9083 -28379.70 495532.00 0.057' K=1.00 T8 40-20 P10.75 x.365 20.03 10.02 32.7 11.9083 -30846.60 495532.00 0.062' K=1.00 T9 20-0 P12.75x0.375 20.03 10.02 27.5 14.5790 -34133.40 620860.00 0.055' K=1.00 1 P„ 14)P controls Leg Bending Design Data (Compression) Section Elevation Size M x 4M x Ratio MY 4M3, Ratio No. Mx. M, ft lb ft lb ft 4)M, lb ft lb ft 04, Ti 160-155 Pipe 3.5"x 0.216"(3 STD) 13.14 8748.17 0.002 0.00 8748.17 0.000 T2 155-140 P4.5x.237 1.37 16168.08 0.000 0.00 16168.08 0.000 T3 140-120 P4.5x.237 13.45 16168.08 0.001 0.00 16168.08 0.000 T4 120-100 P6.625x.280 495.47 42299.42 0.012 0.00 42299.42 0.000 T5 100-80 P8.625x.322 238.98 83286.58 0.003 0.00 83286.58 0.000 T6 80-60 P10.75 x.365 315.62 147678.33 0.002 0.00 147678.33 0.000 T7 60-40 P10.75 x.365 324.51 147678.33 0.002 0.00 147678.33 0.000 T8 40-20 P10.75 x.365 402.41 147678.33 0.003 0.00 147678.33 0.000 T9 20-0 P12.75x0.375 0.00 215420.00 0.000 0.00 215420.00 0.000 Leg interaction Design Data (Compression) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M M, Stress Stress ft 4P„ +Ms 4iMy Ratio Ratio Ti 160-155 Pipe 3.5"x 0.216"(3 STD) 0.015 0.002 0.000 0.015 1 1.000 4.9-4 Y T2 155-140 P4.5x.237 0.041 0.000 0.000 0.041 ' 1.000 4.9-4 4°' T3 140-120 P4.5x.237 0.103 0.001 0.000 0.103' 1.000 4.9-4 ��* T4 120-100 P6.625x.280 0.085 0.012 0.000 0..0�8r5 1 1.000 4.9-4 4"r T5 100-80 P8.625x.322 0.065 0.003 0.000 0.65' 1.000 4.9-4 4" if T6 80-60 P10.75 x.365 0.052 0.002 0.000 0.052' 1.000 4.94 Job SE061O1A PT CHIMACUM/ANE (Seismic) Page 4 of 8 GPD Group Project Date 520 South Main St.Suite 2531 2010193.85 14:59:30 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile ewells FAX:(330)572-2101 Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P M M y Stress Stress ft Op„ 4)M. 01,v Ratio Ratio If T7 60-40 P10.75 x.365 0.057 0.002 0.000 0.057 1 1.000 4.9-4 fift T8 40-20 P10.75 x.365 0.062 0.003 0.000 0.062 1 1.000 4.9-4 V T9 20-0 P12.75x0.375 0.055 0.000 0.000 0.055 1 1.000 4.9-4 V 1 P„ I 4P„controls Diagonal Design Data (Compression) Section Elevation Size L L„ Kl/r A P. 4P„ Ratio No. P. ft ft ft in2 lb lb Op„ T1 160-155 Ll 3/4x1 3/4x3/16 7.81 3.54 122.8 0.6211 -310.20 9097.47 0.0341 K=0.99 T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.45 92.7 0.9020 -548.86 18593.30 0.030 1 K=1.11 T3 140-120 L2 1/2x2 1/2x3/16 8.97 3.99 102.6 0.9020 -893.10 16798.50 0.053 1 K=1.06 T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.86 100.2 0.9020 -1025.44 17235.50 0.059 1 K=1.07 T5 100-80 L2 1/2x2 1/2x3/16 9.20 4.15 105.5 0.9020 -356.72 16270.70 0.022' K=1.05 T6 80-60 L3x3x3/16 13.80 6.40 126.8 1.0900 -340.38 15070.80 0.023 1 K=0.98 T7 60-40 L3x3x3/16 15.24 7.21 145.2 1.0900 -310.04 11674.30 0.027 K=1.00 T8 40-20 L3x3x1/4 16.80 7.94 151.3 1.4400 -325.09 14217.40 0.023 K=0.94 T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.68 142.9 1.6900 -480.24 18693.50 0.026 K=0.95 1 P„ /4P„controls Diagonal Bending Design Data I Section Elevation Size M 4M x Ratio M,„, (1)M y Ratio No. Mx M y ft lb-ft lbft dMx lbft lbft oMy Ti 160-155 Ll 3/4x1 3/4x3/16 0.00 985.13 0.000 0.00 505.09 0.000 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T6 80-60 L3x3x3/16 0.00 2918.57 0.000 0.00 1468.76 0.000 T7 60-40 L3x3x3/16 12.90 2918.57 0.004 18.25 1468.76 0.012 T8 40-20 L3x3x1/4 24.23 3935.25 0.006 32.72 1990.84 0.016 T9 20-0 L3 1/2x3 1/2x1/4 38.09 5440.82 0.007 49.30 2761.92 0.018 RISATower Job SE061O1A PT CHIMACUM/ANE (Seismic) Page 5 of 8 GPD Group Project Date 520 South Main St.Suite 2531 2010193.85 14:59:30 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile ewells FAX:(330)572-2101 Diagonal Interaction Design Data I Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M x M r Stress Stress ft 4P,, 4M„. 4)114, Ratio Ratio Ti 160-155 L1 3/4x1 3/4x3/16 0.034 0.000 0.000 0.034' 1.000 4.9-4 V T2 155-140 L2 1/2x2 1/2x3/16 0.030 0.000 0.000 0.033x0' 1.000 4.9-4 T3 140-120 L2 1/2x2 1/2x3/16 0.053 0.000 0.000 0.053' 1.000 4.9-4 V T4 120-100 L2 1/2x2 1/2x3/16 0.059 0.000 0.000 0.059' 1.000 4.9-4 Y T5 100-80 L2 1/2x2 1/2x3/16 0.022 0.000 0.000 0.022' 1.000 4.9-4 T6 80-60 L3x3x3/16 0.023 0.000 0.000 0.023' 1.000 4.9-4 V V T7 60-40 L3x3x3/16 0.027 0.004 0.012 0.030 1.000 4.9-4 V T8 40-20 L3x3x1/4 0.023 0.006 0.016 0.034 1.000 4.9-4 V V T9 20-0 L3 1/2x3 1/2x1/4 0.026 0.007 0.018 0.038 1.000 4.9-4 V V 1 P„ /443„controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ OP,, Ratio No. P„ ft ft ft in2 lb lb (01'„ Ti 160-155 L2 1/2x2 1/2x3/16 6.00 5.48 132.8 0.9020 -94.44 11544.30 0.008 K=1.00 Top Girt Bending Design Data Section Elevation Size M,, 4iM Ratio M,, OM,,,, Ratio No. Mx M y ft lb-ft lb-ft 0114,x lb-ft lb-ft $My Ti 160-155 L2 1/2x2 1/2x3/16 -11.75 2077.96 0.006 -11.75 1051.11 0.011 Top Girt Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M x M r Stress Stress ft OP„ OM rdM„Y Ratio Ratio Ti 160-155 L2 1/2x2 1/2x3/16 0.008 0.006 0.011 0.021 1.000 4.9-4 V V R1SATower Job SE06101A PT CHIMACUM/ANE (Seismic) Page 6 of 8 GPD Group Project Date 520 South Main St.Suite 2531 2010193.85 14:59:30 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile FAX:(330)572-2101 eweliS Tension Checks Leg Design Data (Tension) Section Elevation Size L L„ Kl/r A P„ OP„ Ratio No. P„ ft ft ft in2 lb lb 0P„ Ti 160-155 Pipe 3.5"x 0.216"(3 STD) 5.00 5.00 51.6 2.2285 301.02 100281.00 0.003' T2 155-140 P4.5x.237 15.00 5.00 39.7 3.1741 1256.85 142832.00 0.009' T3 140-120 P4.5x.237 20.00 6.67 53.0 3.1741 5880.53 142832.00 0.041 ' T4 120-100 P6.625x.280 20.00 6.67 35.6 5.5813 11745.30 251161.00 0.047' T5 100-80 P8.625x.322 20.03 6.68 27.3 8.3993 13670.50 377967.00 0.036' T6 80-60 P10.75 x.365 20.03 10.02 32.7 11.9083 14200.80 535873.00 0.027' T7 60-40 P10.75 x.365 20.03 10.02 32.7 11.9083 14522.80 535873.00 0.027' T8 40-20 P10.75 x.365 20.03 10.02 32.7 11.9083 14597.60 535873.00 0.027 1 T9 20-0 P12.75x0.375 20.03 10.02 27.5 14.5790 14468.00 656053.00 0.022' 1 P„ /4P„controls Leg Bending Design Data (Tension) Section Elevation Size M,. 4M Ratio Mr *Mfi Ratio No. Mx M, ft lb ft lb ft 4M lb ft lb ft OMY TI 160-155 Pipe 3.5"x 0.216"(3 STD) 0.00 8748.17 0.000 0.00 8748.17 0.000 T2 155-140 P4.5x.237 39.17 16168.08 0.002 0.00 16168.08 0.000 T3 140-120 P4.5x.237 66.17 16168.08 0.004 0.00 16168.08 0.000 T4 120-100 P6.625x.280 151.79 42299.42 0.004 0.00 42299.42 0.000 T5 100-80 P8.625x.322 250.36 83286.58 0.003 0.00 83286.58 0.000 T6 80-60 P10.75 x.365 359.99 147678.33 0.002 0.00 147678.33 0.000 T7 60-40 P10.75 x.365 314.17 147678.33 0.002 0.00 147678.33 0.000 T8 40-20 P10.75 x.365 292.04 147678.33 0.002 0.00 147678.33 0.000 T9 20-0 P12.75x0.375 255.65 215420.00 0.001 0.00 215420.00 0.000 Leg Interaction Design Data (Tension) Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„ M, Stress Stress ft OP„ OM 404 Ratio Ratio Ti 160-155 Pipe 3.5"x 0.216"(3 STD) 0.003 0.000 0.000 0.x0003' 1.000 4.9-4 �+` T2 155-140 P4.5x.237 0.009 0.002 0.000 0.009' 1.000 4.9-4 V V ,/ T3 140-120 P4.5x.237 0.041 0.004 0.000 0.041 ' 1.000 4.94 4/ V T4 120-100 P6.625x.280 0.047 0.004 0.000 0.047' 1.000 4.9-4 V V T5 100-80 P8.625x.322 0.036 0.003 0.000 0.036' 1.000 4.9-4 " V T6 80-60 P10.75 x.365 0.027 0.002 0.000 0.0227' 1.000 4.9-4 V V Job Page SE06101A PT CHIMACUM/ANE (Seismic) 7 of 8 GPD Group Project Date 520 South Main St.Suite 2531 2010193.85 14:59:30 09/06/11 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile ewells FAX:(330)572-2101 Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. M x M„y, Stress Stress ft gyp„ 4,M, 4)m. Ratio Ratio T7 60-40 P10.75 x.365 0.027 0.002 0.000 0.027' 1.000 4.9-4 V V T8 40-20 P10.75 x.365 0.027 0.002 0.000 0.027' 1.000 4.9-4 V T9 20-0 P12.75x0.375 0.022 0.001 0.000 0.022 1 1.000 4.9-4 V 1 P„ l OP„controls •r s. 'i1 1 0 (36O P1, '.1 't. >�u Diagonal Design Data (T it 'lie 1 Section Elevation Size L L. Kl/r A P„ rpP„ Ratio No. P„ ft ft ft in2 lb lb 4,p„ Ti 160-155 L1 3/4x1 3/4x3/16 7.81 3.54 83.0 0.3779 225.20 16439.90 0.014 T2 155-140 L2 1/2x2 1/2x3/16 7.81 3.45 56.5 0.5710 612.15 24839.90 0.025' T3 140-120 L2 1/2x2 1/2x3/16 8.97 3.99 64.8 0.5710 833.36 24839.90 0.034' T4 120-100 L2 1/2x2 1/2x3/16 8.97 3.86 62.8 0.5710 920.10 24839.90 0.037' T5 100-80 L2 1/2x2 1/2x3/16 9.67 4.37 70.8 0.5710 237.27 24839.90 0.010 T6 80-60 L3x3x3/16 13.80 6.40 84.5 0.7120 307.45 30973.40 0.010 T7 60-40 L3x3x3/16 15.24 7.21 94.0 0.6945 221.95 30208.70 0.007 T8 40-20 L3x3x1/4 16.80 7.94 105.2 0.9394 156.74 40862.80 0.004 T9 20-0 L3 1/2x3 1/2x1/4 18.45 8.68 97.9 1.1269 130.43 49019.10 0.003 i P„ /4)P„controls Diagonal Bending Design Data Section Elevation Size M 4M Ratio M), 4M,,. Ratio No. M. My ft lb-ft lb-ft 0,y lbft lbfi 4M.y T1 160-155 Ll 3/4x1 3/4x3/16 2.65 985.13 0.003 2.85 505.09 0.006 T2 155-140 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T3 140-120 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T4 120-100 L2 1/2x2 1/2x3/16 0.00 2077.96 0.000 0.00 1051.11 0.000 T5 100-80 L2 1/2x2 1/2x3/16 8.74 2077.96 0.004 10.56 1051.11 0.010 T6 80-60 L3x3x3/16 13.63 2918.57 0.005 18.01 1468.76 0.012 T7 60-40 L3x3x3/16 17.53 2918.57 0.006 22.78 1468.76 0.016 T8 40-20 L3x3x1/4 28.94 3935.25 0.007 37.53 1990.84 0.019 T9 20-0 L3 1/2x3 1/2x1/4 42.07 5440.82 0.008 54.79 2761.92 0.020 Diagonal Interaction Design Data Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P. Mx My Stress Stress ft 4P„ OM,. ,IMy Ratio Ratio T1 160-155 Ll 3/4x1 3/4x3/16 0.014 0.003 0.006 0.015 1.000 4.94 V V �/ T2 155-140 L2 1/2x2 1/2x3/16 0.025 0.000 0.000 0.025' 1.000 4.9-4 i� Job SEO6101A PT CHIMACUM/ANE (Seismic) Page 8 of 8 RISATower. Project Date GPD Group 2010193.85 14:59:30 09/06/11 520 South Main St.Suite 2531 Akron,OH 44311 Client Designed by Phone:(330)572-2100 T-Mobile ewells FAX:(330)572-2101 1 Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M„„ M r Stress Stress ft 4)P„ Om- OM Ratio Ratio V T3 140-120 L2 1/2x2 1/2x3/16 0.034 0.000 0.000 0.034' 1.000 4.9-4 V T4 120-100 L2 1/2x2 1/2x3/16 0.037 0.000 0.000 0.037 1 1.000 4.9-4 V T5 100-80 L2 1/2x2 1/2x3/16 0.010 0.004 0.010 0.019 1.000 4.9-4 T6 80-60 L3x3x3/16 0.010 0.005 0.012 0.022 1.000 4.9-4 T7 60-40 L3x3x3/16 0.007 0.006 0.016 0.025 1.000 4.9-4 V T8 40-20 L3x3x1/4 0.004 0.007 0.019 0.028 1.000 4.9-4 V V T9 20-0 L3 1/2x3 1/2x1/4 0.003 0.008 0.020 0.029 1.000 4.9-4 V V 'P„ /4P„controls Section Capacity Table Section Elevation Component Size Critical P eP„r,„w % Pass No. ft Type Element lb lb Capacity Fail T1 160-155 Leg Pipe 3.5"x 0.216"(3 STD) 1 -1213.44 82563.00 1.5 Pass T2 155-140 Leg P4.5x.237 13 -5193.21 127250.00 4.1 Pass T3 140-120 Leg P4.5x.237 34 -11955.50 116316.00 10.3 Pass T4 120-100 Leg P6.625x.280 55 -19527.10 228900.00 8.5 Pass T5 100-80 Leg P8.625x.322 76 -23311.20 357954.00 6.5 Pass T6 80-60 Leg P10.75 x.365 97 -25807.80 495532.00 5.2 Pass T7 60-40 Leg P10.75 x.365 112 -28379.70 495532.00 5.7 Pass T8 40-20 Leg P10.75 x.365 127 -30846.60 495532.00 6.2 Pass T9 20-0 Leg P 12.75x0.375 142 -34133.40 620860.00 5.5 Pass T1 160-155 Diagonal Ll 3/4x1 3/4x3/16 11 -310.20 9097.47 3.4 Pass T2 155-140 Diagonal L2 1/2x2 1/2x3/16 16 -548.86 18593.30 3.0 Pass T3 140-120 Diagonal L2 1/2x2 1/2x3/16 40 -893.10 16798.50 5.3 Pass T4 120-100 Diagonal L2 1/2x2 1/2x3/16 61 -1025.44 17235.50 5.9 Pass T5 100-80 Diagonal L2 1/2x2 1/2x3/16 92 -356.72 16270.70 2.2 Pass T6 80-60 Diagonal L3x3x3/16 104 -340.38 15070.80 2.3 Pass T7 60-40 Diagonal L3x3x3/16 115 -310.04 11674.30 3.0 Pass T8 40-20 Diagonal L3x3x1/4 130 -325.09 14217.40 3.4 Pass T9 20-0 Diagonal L3 1/2x3 1/2x1/4 145 480.24 18693.50 3.8 Pass T1 160-155 Top Girt L2 1/2x2 1/2x3/16 4 -94.44 11544.30 2.1 Pass Summary Leg(T3) 10.3 Pass Diagonal 5.9 Pass (T4) Top Girt 2.1 Pass (T1) Bolt Checks 4.9 Pass RATING= 10.3 Pass Program Version 5.4.2.0-6/17/2010 File:C:/Users/ewells/Desktop/RISA25/SE06101A Seismic.eri SEISMIC CALCULATIONS GPD GROUP • Seismic Calculations(2009 IBC) Analysis Method: Equivalent Modal Analysis,Method 2(Table 2-10,TIA-222-G) Site Name PTL`HIMACIJMj', Site Number SE06101A' GPD Job Number 2011295:25' Tower Type Self Support Top Face Width(ft) 6 Bottom Face Width(ft) 15' Length of Straight Section(ft) 60 Length of Tapered Section(ft) 100 Structure Height(ft) 160' City Chimacun State Washington, County Jefferson Structure Classification II;(Table 2-1,TIA-222-G) Importance Factor(I) 1(Table 2-3,TIA-222-G) Si 1.170(USGS,2006 IBC) Ss 0.426(USGS,2006 IBC) Site Classification 0(USGS,2006 IBC) Fa 1.032',(Table 2-12,TIA-222-G,interpolation allowed) Fv 1.574'.(Table 2-13,TIA-222-G,interpolation allowed) SDS 0.293(Eq.2.7.6,TIA-222-G) SD1 1.228(Eq.2.7.6,TIA-222-G) Ks 4540(=4540 for US,1500 for Metric) W. 9.125(11) W 37.207(Kips) We 16.000(ft) W1 17.683(Kips) W2 2.8(Kips)(Wgt of tower and apps within top 5%of structure) ft 1.504(Eq.2.7.11.TIA-222-G) R 3.0(2.7.8.1,TIA-222-G) SA 0.293(2.7.8.1,TIA-222-G) Service Level Adjusted Seimic Forces(k1 Seimic Tower Component w ki s eft, E.,. S" Forces(k) Antennas @ 160' 2.1 ''" 0.5621 0.775 0.56 0.351 Antennas@ 150' 2.014 150 0.3921 0.584 0.39 0.245 Antennas @ 140' 1.344 140 0.1969 0.440 0.20 0.123 Dish @ 130' 0.070 130 0.0078 0.336 0.01 0.005 Dish @ 126.6' 0.100 126.0 0.0103 0.308 0.01 0.006 Dish @ 122' 0.100 4221 0.0092 0.277 0.01 0.006 Dish @ 116' 0.070` 116 0.0057 0.243 0.01 0.004 Dishes @ 102' 0.134 102 0.0085 0.190 0.01 0.005 Coax from 155-160' 0.046 1515 0.0111 0.723 0.01 0.007 Coax from 140-155' 0.231' 147,5 0.0419 0.544 0.04 0.026 Coax from 120-140' 0.609 1313 0.0682 0.336 0.07 0.043 Coax from 100-120' .0.812 110; 0.0588 0.217 0.06 0.037 Coax from 80-100' 1,200c 90 0.0635 0.159 0.06 0.040 Coax from 60-80' 1.403. 70' 0.0534 0.114 0.05 0.033 Coax from 4(7-60' 1.790 50 0.0430 0.072 0.04 0.027 Coax from 20-40' 1.994 30 0.0264 0.040 0.03 0.016 Coax from 8'-20' = 2.145 14 0.0153 0.021 0.02 0.010 Tower from 155-160' 0.280 157.5, 0.0675 0.723 0.07 0.042 Tower from 140-155' 0,960 147:5 0.1740 0.544 0.17 0.109 Tower from 120-140' 1.204 130 0.1343 0.336 0.13 0.084 Tower from 100-120' 1.720' 110 0.1245 0.217 0.12 0.078 Tower from 80-100' 2.360' 904 0.1249 0.159 0.12 0.078 Tower from 60-80' 3190 70 0.1215 0.114 0.12 0.076 Tower from 40-60' 3.2 500 0.0781 0.072 0.08 0.049 Tower from 20-40' 3.570 30 0.0472 0.040 0.05 0.030 Tower from 0-20' 4.440 10 0.0247 0.017 0.02 0.015 Totals 37.207 2.47 2.47 1.544 Structure Components Service Level Seismic Loading Wind Loading Legs Diagonals Horizontals Bolts Legs Diagonals Horizontals Bolts Tower from 155-160' 1.5% - 1.5% , 2.0% 2.0% 3.1% 16.0% 5.3% 7.2% Tower from 140-155' 4.1% 2.5% , 2.7% 16.5% 19.9% 13.2% Tower from 120-140' 10.3% 3.4% 4.9% 57.6% 45.0% 28.7% Tower from 100-120' 8.5% 3.7% - 4.8% _ 60.0% 58.0% 33.7% Tower from 80-100' 6.5% 1.9% 2.1% 49.3% 32.0% 20.2% Tower from 60'-80' 5.2% 2.2% 2.2% 41.3% 39.6% 23.2% Tower from 40-60' 5.0% 2.5% , 2.3% 47.2% 51.7% 26.3% Tower from 20-40' 6.2% 2.8% 2.6% 53.0% 44.4% 43.1% Tower from 0'-20' 5.5% 2.9% 2.3% 46.5% 40.1% 29.2% Controling Capacity 10.3% 3.7% 2.0% 4.9% 600% 58.0% 5.3% 43,1% Overall Capacity= 60.0%Wind Seismic • TOWER ELEVATION DRAWING AND COAX LAYOUT GPD GROUP IA: 1 I 160.0 n I I tni ll1 i . vs a III L) i 1 tss.o n ,' ) < IL i. DESIGNED APPURTENANCE LOADING N TYPE ELEVATION TYPE I ELEVATION ICI I I[L illI�i, 1 Valmont 13'Platform w/Rails(GPD) .160 (6)860 10025 :150 r• v -- I(4)RR65-19-OODP w/6 mountpipe '160 (6)860 10025 i 150 1 (4)RR65-19OODP w/6 mountpipe 160 --_ 14'T-Arm(1)--..... ......... 140 ............. (4)RR65-19-00DP w/6'mountpipe 1160 14'T-Arm(1) 140 _ I 140.0 ft a t (4)INA Amplifier 160 14'T-Arm(1) 140 o "rt (4)LNA Amplifier 160 (4)PCS A 065-19-0 w/mount pipe 1140 1— 1 ; �, ........ ....--- --------- v (4)LNA Amplifier 1160 (4)PCS A 065-19-0 w/mount pipe 140 a i 1 MTS 10'Boom Gate(1) 1 150 (4)PCS A 065-19-0 w/mount pipe 1 140 MTS 10'Boom Gate(1) I 150 2"x 4'Mount Pipe ..-..... 130 I 1 MTS 10'Boom Gate(1) I150 4 HP 1130 P g 742 265 w/Mount Pipe 1150 2"x 4'Mount Pipe 126.6 NIW 742 265 w/Mount Pipe 1150 4'Dish w/o Radome '126.6 742 265 w/Mount Pipe 1150 2"x 4'Mount Pipe ---- 122 j 1 I (2)800 10121 w/6 mount pipe 150 4'Dish w/o Radome 1 122 120.0 h (2)800 10121 w/6 mount pipe 1150 VHLP800 11(481bs) 116 (2)800 10121 w/6 mount pipe '150 2x2'Mount Pipe 116 1 I TTt9-08BP111 001 1 150 2"x 4 Mount Pipe 1102 m I TT19-08BP111 001 `150 2x4 Mount Pipe 1102 I u) 1 to < a < - TT19-08BP111-001 1150 4'Dish w/o Radome 1102 m E▪ ( I I @ 1 m (6)860 10025 ........--- 150 4'HP 102 i.1 h_ 1 m SYMBOL LIST 100 o a MARK SIZE MARK 1 SIZE -- li ' A P3 STD C 1L2 1/2x2 1/2x3/16 I 1 1 1 1 B L1 3/4x1 314x3/16 1 MATERIAL STRENGTH I ( i I � 1 GRADE 1 Fy ] Fu GRADE I Fy I Fu 1 C m I 1 I 1 i 1 A572-50 150 ksi 65 ksi A36 136 ksi 158 ksi m : 111 1 TOWER DESIGN NOTES o ' 1 1. Tower is located in Jefferson County,Washington. N I M I I, 800ry ' 1 A 2. Tower designed for Exposure C to the TIA-222-G Standard. a i' a f • I 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. z 1 4. Tower is also designed for a 30 mph basic wind with 0.25 in ice.Ice is considered to 1 1 i increase in thickness with height. 5. Deflections are based upon a 60 mph wind. le I s 6. Tower Structure Class II. , 1 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:60% ml 1 1 60.0 ft i cn o ° I ' i ALL REACTIONS S.1 1. ARE FACTORED a I 1 i ' 1 MAX CORNER REACTIONS AT BASE: _ - 40.0 ft DOWN: 296321 lb m UPLIFT: -264557 lb 1 � i SHEAR:26934 lb I i I I 1 c I AXIAL 1 71804 lb I SHEAR MOMENT 1 I 3823 lb 386293 lb-ft 20_0 ff.. ' TORQUE 484 lb-ft v 1 1 I 1 30 mph WIND-0.2500 in ICE o 4I I ! AXIAL c" P. 43748 lb a1 I I 1 ol SHEAR MOMENT 40522 lb 3906785 lb-ft 1 0.0 ft I ,. 1 N 1 TORQUE 7406 lb-ft 1 1 m I 8 1 REACTIONS-85 mph WIND N ml m1C71 f. ® 181 1F, 1 m l 2 1 _r i 1 6 1 (71 01 010 m ml 6, n 11 �1 5I3 , u. I3 ' GPD Group Job:SE06101A PT CHIMACUM/ANE - 520 South Main St. Suite 2531 Project'2011295.25 ;Pr)r-ROI.P Akron,OH 44311 Client.T-Mobile Towers Drawn by:ewells Appd: GPD Group Phone:(330)572-2100 Code: TIA-222-G Date:09/06/11 scale: n FAX:(330)572-2101 Path:C:tUsers\ewells\Desktop\RISA25\SEO61o1A.eri Dwg No. Round Flat _---....._ App In Face App Out Face /\ / \\ / \\\ / \ / \ // \ // / // \\�F2-50A(3/8 FOAM)(AT&T) / \T, Feedline Ladder( •' (12)LDF7-50A(1-5/8 FOAM)(Sprint: ,412)LDF7-50A(1-5/8 FOAM)(AT&T) 0.7 edline Ladder(Af) 11 It EW63(Sprint/ • LDF4-50A(1/2 FOAM)(Sprint)/ \LDF4-50A(1/2 FOAM)(AT&T) / \ / / \\ /J \ / / \ / \\ / / \\ / \ / \ / ._..._... .....___.__ ______..____--__. ......... \ / _ \ T�iiii iiiili \�••\ •••••• �.� aw ' 6° ' `.,■ OVA GPD Group lob:SE06101A PT CHIMACUM/ANE 520 South Main St. Suite 2531 Projects 2011295.25 (3,171('ROI•N Akron,OH 44311 Client:T-Mobile Towers Drawn by:ewells App.d: GPD Group Phone:(330)572-2100 Code:TIA-222-G Date'09/06/11 Scale: IN FAX:(330)572-2101 Path:C:\Users\ewets\Desktop\RISA\SE06101A.eri Dwg No. FOUNDATION ANALYSIS GPD GROUP 4111'1 .4,-, Self Support Tower Caisson Analysis-Rev G .,s. SE06101A PT CHIMACUM/ANE i.� C:--'Dt3fyt-tL r 2011295.25 Tower Reaclbns Overall Capaciles Upldt fx�2�6_8i: ps Compression Capacity 37.2% OK Compresio INI U' s:kips Upliift Capadty 42.6% OK Panfartemmt Capacity 50.0% OK Caisson Details As Min OK? Vol OK Diameter j,�°u .' .51ft Controlling Capadty 50.0% C''' Height Above G d ='1..ft Depth BelowG de 37 ft Dead Load Fad A.,T(17 (7IA-222-0-1 Section 2.3.2) 4pssedional Area 23.8 0L perimeter 17.3 ft fRItt/IIM`. Rel b tPropertM�oS A .° it Pelnfordng Know 1p t �Tg� vemol BarSG ib• ,of E+st nB vortical 8 i,"i!1 300 ----------- NornontaBarTyp d� IT,. '" Honzontal Bar 51 itu :88'' - UndorRodEmbed -'-- Anche,Rodcnde Mi.ConaNe Cove ¢8 in Fr 64"ksi y 4 - Soli Propanln �_ Water Table Depth ft �m"""""""m'- gearing Type Ultimate End Beating 2B4kst .� p(beating) D;]�^ (nA221-G-1 Section 9.4.11 � �m 4(akin fnd on-upld[) D, (TIA-222G-ISection9.4.1) - 4)56,fr dlon romp) D. � (fk-000.0.1 Section 9.4.1) Ultimae Soil layer Uplift 5kin Compression Soilght Concede Dry Sail Layer Thickness Fddbn Skin erosion Weighs Unit Weight (ft) I.fl lksfl It (kd) I no to ted 0 0.000 0.000 s+%I?i�. 0.150 2 = 1 0.150 3 20.5 Q X 150• AMU .,`" illiiNl ' E'''':'''"I Tools 30.5 Soil Chad Reinforcement CMgk oil ch. Uplr Skin Compession Eaeoota Sal layer FKno6ve Soil Unit Fflective Soil Thickens W Comrete t 5kin hktion Gamed Wdght soil layer eft Weeht Reshbme Reskbme wNhtRemovM Added Compresion IM bit (kb (kin.) 0,,,...) lkips) (kip) A. 5lneyeetndl 5.0 0.110 0.150 0 0 13.07 21.38 h 3421.2 in 2 5.0 0.110 0.150 40 91 13.07 17.82 4(compression) 0.] (AC131a05 Section 03.2.2) 3 20.5 0.110 0.150 61) 61T 44.6,1 60.58 40. 7147.4 k (AU 318-05 Sean10.3.61 Compression Capadry 5.4%OK ReMJarano8p�81/iMmt�om 0, tnetme) 1730.5972 Ins (AC1318.055esSen 10 8.4) 1 - ,. Compsossion A.min.(ilia) 17.1 05 (ACI 31805 •Section 10.9.1) Tension Pebarcego Wameter 55.9 in Rq,'d Devaopment Lehth 535 in (KI318-05 Section 12.3.31 ITotals 30.5 ' I ,707.6M ]0).6 ' "2b.fi+ I. .0 ;1 4 'levelopmem Leryin) 26.3 tM <_.IrMUtle Tensile Strength ReducHor)U(ld(reyu(red)) ..vi Te .'ra��.gt7� 264.6 k End Beadng Resistance: 506.1 Mips Caisson Weight Resisbnre: 89.8 kph Temik Strength,40,(kip) 5295 Compression Sbn Fridion Peshbnce: 530.7 kips Uplift Skill Motion RSSktanre: 530.] Nips Tensile Capaary 50.0%OK Total Compress..Rahtance: 1036.7 kips Tttatb111KE PbHbe.!'4 ,,,520.5 bpi _., GPO selkseppwt Caisson Analyh1Re.6)-U5..3 ( ±� 3:R9 6h. .veT°.e..a y'axw.tvney,._q.+amMC-.N PILE tig / _ NAB Plans are approved excepting any errors or omissions. All work must pass Inspection In conformance with all applicable codes and regulations. JEFFERSON COUNTY REVIEW BUILDING PLAN fl APPROVED AS SUBMITTED APPROVED AS NOTED C3 REJECTED Date 0.-CP---'11Revlawat ( 6 Y 1 ,